GENERAL REQUIREMENTS - Lee & Associates...2015/04/13 · GENERAL REQUIREMENTS GENERAL REQUIREMENTS...

GENERAL REQUIREMENTSGENERAL REQUIREMENTSWork performed shall comply with the following:1.

2.

3.

4.

6.

7.

8.

9.

10.

11.

12.

13.

14.

5.

ASSUMED

1.

DESIGN CRITERIASOILS

SOILS REPORT NO. ####_###, DATE: 00/00/00, Soil Bearing Pressure: #### PSF

3.

LATERAL LOADS:2.

Roof LoadDESIGN LOADS:

TYPICAL FLOOR SHEATHING

B.N.:10d common nails at 6" o.c.E.N.:10d common nails at 6" o.c.F.N.:10d common nails at 12" o.c.

TYPICAL ROOF SHEATHING

B.N.:8d common nail at 6" o.c.E.N.:8d common nail at 6" o.c.F.N.:8d common nail at 12" o.c.

LUMBER GRADES ( U.N.O. )6x & 8x posts / beams / headers: DFL #14x posts / beams / headers: DFL #22x joists / rafters: DFL #2Studs: D.F.L. Stud Grade (up to 9'-0"), DFL #2 (taller than 9'-0")Top plates & Mud sills: DFL construction grade or better

4.

5.

6.

See structural wood note #11 for additional mud sill requirements

These General Requirements unless otherwise noted on plans or specifications.

All applicable local, State and Federal Codes, Ordinances, Laws, regulations and ProtectiveCovenants governing the site of work.

Standard Specifications of ASTM as noted herein and as required by the Building Code.

All work needs to be performed by qualified and experienced contractors familiar with this type ofproject.

On site verification of all dimensions and conditions shall be the responsibility of the contractorand sub-contractors. Noted dimensions take precedence over scale of drawings.Engineer or architect of record is to be notified immediately by the contractor should any questionarise or any discrepancy be found pertaining to the working drawings and/or specifications.

No deviations from these requirements and structural details shall be made without the writtenapproval of E.O.R.. Approval by the inspector does not constitute authority to deviate from plansor specifications.

The design, adequacy, and safety of erection bracing, shoring, temporary supports, etc., is the soleresponsibility of the contractor, and has not been considered by the architect or engineer. Thecontractor is responsible for the stability of the structure prior to the application of all shear walls,roof and floor diaphragms, and finish materials. The contractor shall provide the necessary bracingto provide stability prior to the application of the aforementioned materials. Observation visits tothe site by the architect or structural engineer shall not imply the assumption of any responsibilityin this regard.The builder has requested, contracted with and is compensating E.O.R. for the limited services ofproviding the minimum structural engineering drawings required, when combined with the otherbuilders' consultants drawings, to obtain a building permit for this project. These drawings are notintended to, nor do they detail all conditions, identify all materials, or define or limit the scope ofwork required to complete the project. The builder has requested, accepted, and represented thatthe he will select all materials and manufacturers, qualify and select all installers, direct all ways andmeans of construction, and provide all subcontractors additional information, above and beyondthese drawings, required to complete the project in conformance with all governing agencies andthe work will meet or exceed accepted industry standards.

Special inspection per Building Code Sec.1704 is required & applies to the types of work indicatedon sheet GNB (Note: Special inspectors qualification and responsibilities should comply withBuilding Code Section 1701 Requirements.)

Structural analysis for this project is done per applicable Building Code at the time of designconsidering standard of care.

Upon completion of above by the engineer & prior to start of construction, contractor is responsibleto check all dimensions, coordinate with the work of other consultants & other trades to ensurecompliance with his/her requirements.

Foundation engineering has been predicated on data and recommendations contained in the soilsreport by:

This report is considered part of the calculations and construction documents and is to be adheredto in all of its recommendations and requirements. Verify minimum foundation depth, width, reinforcing steel and additional expansive soil requirements with valid soils report and if they areany more restrictive, then they shall supersede the E.O.R. mins.

Use ring or screw shank nails and glue sheathing to framing using adhesives meeting APAspecification AFG-01 or ASTM D3498. Apply glue in accordance with manufacturer'srecommendations.As an alternate to 10d common nails, the following fastners can be used: Grabber plywood screws(ICC-ER-5280), or Simpson Strong-Tie quick drive screws (ICC-ER-1472), min 2" long @ 6" o.c. B.S.,@ 6" o.c. E.S. and 12" o.c. F.S.

*Note: All structural rated panels must be stamped by one of the following approved agencies,APA, PFS/TECO or Pittsburg.

15/32" APA rated sheathing Exp 1 with a min. panel index of 32/16.Refer to NER 108 for installation and conditions of use.

23/32" APA rated Sturd-I-Floor T&G Exp I with min. span rating of 24"o.c. Refer to NER 108 for installation and conditions of use

Building Code - CBC 2013

In case of conflict, the more stringent requirement shall govern.

15. E.O.R. shall have no liability for waterproofing or moisture transmission issues, whether related toconcrete slabs, footings, foundations, or otherwise. Owner, Soils Engineer and Contractor shall beentirely responsible for such issues, and will defend and indemnify E.O.R. against all such claims.

Total Design Base Shear:Basic Seismic Force Resisting System:Analysis Procedure: Equivalent lateral force procedure

X XPlywood Shear Walls

; VX =VY =

7. The following beams/headers/rims can be from any manufacturer with current approved icc es -evaluation report with the following mechanical properties:

For"LVL" & "PSL" beam: Fb = 2900 psi (MIN), Fv = 290 psi (MIN), E = 2.0 x 106 psi (MIN). For "LSL" beams/headers: Fb = 2325 psi (MIN), Fv = 400 psi (MIN), E = 1.55 x 106 psi (MIN). For manufactured rim board with min 1 1/4" thick, continuously supported by wall, and matches

joist depth: Fc I (Perpendicular)........ = 680 psi (MIN)

Fc // (Parallel)..................... = 1400 psi (MIN)

Ft = 1075 psi (MIN), E = 1.3 x 10

6

psi (MIN)

GLU-LAM beam shall be 24F-V4, DF/DF, U.N.O. on plans.

Fb = 2400 psi @ BOTTOM, Fb = 1850 psi @ TOP

Fv = 265 psi (MIN), E = 1.8 x 10

6

psi (MIN).

Total = 40 psfLive Load = 20 psfDead Load = 20 psfRoof Load

C110 MPHWind Speed:

Wind Exposure:Site Class =

Occupancy Category: II

D0.8650.335

0.6650.386

Seismic Design Category: DSeismic Importance Factor (I) =

0.136.5

0.136.5S1 : SD1 :

SDS :SS :RY :CSY :

RX :CSX :

1.0

Total = 55 psfLive Load = 40 psfDead Load = 15 psfFloor Load

Total = 55 psfLive Load = 40 psfDead Load = 15 psfDeck Load

SHEET INDEX

- Floor Framing Plan - Plan 1

- Foundation Plan - Plan 1

- General Notes & Requirements.

S-1.1

S-1.2

GN

SD-1

SD-2

- Foundation Details

- Structural Details.

- Roof Framing Plan - Plan 1S-1.3

- Foundation Plan - Plan 2-Lot 5S-2.1

S-2.2

S-2.3

- Floor Framing Plan - Plan 3 Lot 4

- Foundation Plan - Plan 3S-3.1

S-3.2

- Roof Framing Plan - Plan 3 Lot 4S-3.3

- Structural Details & Notes.GF

SD-3 - Structural Details.

- Partial Framing Plan - Plan 2-Lot 6S-2.4

- Floor Framing Plan Plan 2-Lot 5

- Roof Framing Plan Plan 2-Lot 5

- Partial Framing Plan - Plan 3 Lot 3S-3.4

- Partial Foundation Plan - Plan 2 - Lot 6S-2.1A

SD-4 - Structural Details.

- Structural Details & Notes.GD

SD-1A - Foundation Details

STRUCTURAL STEEL

1.GENERAL

MATERIALS2.

3.

5.

Steel pipe shall conform to ASTM A53, Grade B (Fy=35 ksi).

Rectangular and square HSS tubing shall conform, to ASTM A500, Grade B (Fy=46 ksi).

GENERAL REQUIREMENTS

6.

WELDS9.

7.

All structural steel materials and construction shall conform to the requirements specified inBuilding Code, Chapter 22 & Reference.

Steel shall be primed with a rust resistance primer & should conform to ASTM A36 (fy=36 ksi) asa minimum, unless otherwise noted. All W shapes to be ASTM A992. (fy=50 ksi)

All structural welding procedures and materials shall conform to Building Code, Section 2204.1.All welding shall be by the shield metal arc welding process or the submerged arc welding processusing E7OXX-low hydrogen electrodes, unless otherwise noted.All bolts for connections of steel members shall conform to Building Code, Section 2204.2 &ASTM A325N, unless otherwise noted. Holes for bolts should be drilled or punched & shall be1/16" larger than bolt diameter.

All shop welding and fabrication must be done in a shop approved by a special inspection agencywhich is approved by the Building Official. All field welding must be performed by a certifiedwelder and a special inspector shall continuously inspect all structural field welding. Both shall beapproved by the Building Official.

4. Round HSS tubing shall conform to ASTM A500 Grade B ( Fy=42 ksi )

8. Prefabricated steel moment frames per manufacturer. Steel moment frame manufacturer shallsubmit shop drawing, design calculations, and approved moment frame test report (ICC, IAMPO,or test per Appendix S of AISC SEISMIC PROVISION) to E.O.R. for review.

STRUCTURAL WOOD

17.

18. All ledgers shall be spliced with ST22 strap, unless noted otherwise.19.

26.

27.

28.

29.

30.

32.

33.

34.

a. Identity of the company manufacturing the truss.b. The design load.c. The spacing of the trusses.

35.

Truss manufacturer is responsible for: a. providing additional shear and drag trusses as shown on the framing plans.

31.

c. meet the profile as indicated in the architectural and structural drawings.

24.

25.

MINIMUM QUALITY1.

2.

3.

4.

5.

6.

FRAMING9.

10.

12.

13.

14.

15.

16.

8.

Do not bend the Simpson PA straps.7.

11.

20.

21.

22.

23.

8d COMMON

8d SINKERØ= 0.113 - L= 2 3/8"

Ø= 0.148 - L= 3"10d COMMON

Ø= 0.148 - L= 3 1/4"16d SINKER

Ø= 0.162 - L= 3 1/2"16d COMMON

Ø= 0.12 - L= 2 7/8"10d SINKER

ACTUAL NAIL SIZE ILLUSTRATION

All structural wood shall be of Douglas Fir Larch species, (19% maximum moisture content at thetime of construction U.N.O.).All machine bolts shall conform to ASTM A307. Holes for bolts should be drilled 1/16" larger thanbolt diameter.For non-shear wall applications, round washers shall be used on all bolts and should conform withANSI/ASME B 18.22.1. Use min. 1 3/8" Ø x 7/64" thick washer for 1/2" Ø bolt, 1 3/4" Ø x 9/64"thick washer for 5/8" Ø bolt and 2 1/2" Ø x 11/64" thick washer for 1" Ø bolt. U.N.O.All nails shall be sinker nails and staggered U.N.O., except as shown in Nailing Schedule.

Adhesive used to attach floor sheathing to framing elements shall conform with APA specificationAFG-01.Manufactured hardware specified on the drawings are to be Simpson Strong Tie (Unlessspecifically authorized in writing by E.O.R. Consulting Group). Follow all manufacturer'srequirements & recommendations for installation & handling of the product.

Fasteners specified on the drawings may be colored using manufacturer's brands that utilize thecolor coded system. Follow all code and manufacturer's requirements/recommendations forinstallation & handling of the products.

Ø= 0.131 - L= 2 1/2"

All framing, bracing, nailing, notching, drilling or boring shall be in accordance with Building Codeunless more stringent requirements are specified or required by the local Jurisdiction.Fabrication and handling of Glue-lam beams shall be per ANSI/AITC A 190.1 . Standard beams tobear legible APA-ENS or AITC grade stamp. An APA- EWS CRAN AITC Certificate of conformancefor glued-laminated members should be submitted to the field inspector prior to installation andGlue-lam members shall be 24F-V4, DF/DF with standard camber on roof beams except cantileverend (U.N.O.). All cantilever ends and floor beams shall have zero camber u.n.o. All beams shall befabricated using waterproof glue.Fasteners in contact with preservative treated lumber and fire retardant treated wood shall be ofhot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper.Exception: Plain carbon steel fasteners in sbx/dot and zinc borate preservative-treated wood in aninterior, dry environment shall be permitted.Stud walls perpendicular to a concrete or masonry wall shall be bolted to the concrete or masonrywall with 5/8" diameter x 8" A307 bolts at top, mid-height and bottom.Structural information shown on framing plans is for the main structural elements. Non-structuralelements shall be constructed per approved code requirements.Conventional light framed construction requirements of chapter 23 should be followed as required.

Weight of the roof tile is considered to be 10 psf max. (total roof dead load of 19 psf). If roofingmaterial exceeds this load, the framing contractor should notify E.O.R. in writing prior toconstruction.

Top plates of all wood stud walls to consist of (2) 2x's the same width as the studs U.N.O. Top platesshall lap a min. of 48" and be spliced with not less than 6-16d nails spaced not more than 12" o.c.

All shear panels shall have continuous sheathing material from one end to the other and fromplate to plate as specified on the drawings. Contractor shall coordinate framing such thatcontinuity of shear panels is assured.

All shear transfer nailing shall be per drawings, and contractor shall provide proper notificationfor inspections to review the same.Provide post/multiple studs at lower floor under post/multiple studs above. Each post/stud shallbe fastened by Gypsum Wall Board w/ 5d cooler nails @ 7" o.c. U.N.O. on plan. Provide full widthand depth compression block between floors at such locations.All joist hangers shall be Simpson U hanger, all beam hangers shall be Simpson HU hangers U.N.O.on plan or detail. Follow manufacturer's recommendations for installation.If a double sill plate is used at light-weight concrete flooring, then the framing contractor shallapply sill plate nailing to both sill plates, at 16" o.c. max. or as specified per schedule.

Headers: Use 4X4 for openings less than 16" at bearing walls without point loads. For non-bearingwalls use 2x4 for openings up to 3'-0" max. Use (2)2x4 for openings up to 6'-0" max. Use 4x6 foropenings up to 12'-0" max. U.N.O. (2-2x on edge can be substituted for 4x members).Approved end-jointed lumber may be used interchangeably with solid sawn members of the samespecies and grade for buildings up to 2-story. When finger jointed lumber is marked "stud useonly" or "vert use only" such lumber shall be limited to use for studs only. All finger jointedlumber should bear a certified finger jointed lumber grade stamp.Wood truss manufacturer shall supply to the engineer and the building department calculationsand shop drawings for approval of design loads, configuration (2 or 3 point bearing), and sheartransfer, prior to fabrication. It shall be the responsibility of the manufacturer to obtain buildingdepartment approval of calculations and shop drawings prior to fabrication.Trusses shall be designed in accordance with the latest local Building Code for all loads imposed,including lateral loads and mechanical equipment loads.All connections involving trusses shall be ICC approved and of adequate strength to resist stressesdue to the loadings involved and shall be designed and specified by the truss manufacturer.

Cross bridging and/or bracing shall be provided and detailed by the truss manufacturer asrequired to adequately brace all trusses.Truss manufacturer to provide details which allow for normal deflection without imposing lateralloads on their supports (i.e., scissors trusses).

b. reviewing framing plans and details prior to fabrication of trusses and specifying hangers.

d. design trusses for deflection compatibility of the system to avoid hump and sag in roof or ceiling.All trusses designed by truss manufacturer shall be designed to sustain all vertical, lateral andother pertinent loads, including bracing of top and bottom chords, in addition to any connectionsrelated to trusses. Contractor to coordinate with truss manufacturer.All truss lumber shall be Douglas Fir Larch (U.N.O.). Roof truss lumber shall be either Douglas FirLarch or Hem-Fir. (U.N.O.)Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto thefollowing information located within two feet of the center of span on the face of the bottom chord:

Total load and live load vertical deflections for roof member shall be limited to max. L/240, andL/360 U.N.O. Total load and live load vertical deflections for floor member shall be limited to max.L/360, and L/480 U.N.O.

- No multiples of2x4"s areallowed tospan morethan 14'-0".Bearing wallsexceeding10'-0" must bedesigned caseby case.

Use this span table for stud spacing (U.N.O. on plans):

REINFORCED CONCRETE

1.

2.

GENERAL

MATERIALS

3. Concrete aggregates shall conform to Building Code Section 1903.

CONCRETE MASONRY

1.GENERAL

STRENGTH

SPECIAL INSPECTION

8.

9.

STRENGTH7.

10.

11. Min. concrete cover for reinforcing:a- Concrete, placed against earth not formed - 3"b- Concrete formed or troweled - 2"c- Walls and curbs - 1 1/2"d- Slab on grade - at center

9.

Dowels shall be equal in size and spacing.

4.

6.

All concrete masonry materials and construction shall be in accordance with Building Code,Chapter 21.

The specified compressive strength of masonry, f'm, shall be 1500 psi, unless noted otherwise.

Special inspection for concrete masonry construction shall be carried out in accordance withBuilding Code Section 1704 and requirements in Special Inspection tables on sheet GN. Masonrycompressive strength, f'm shall be verified by Unit strength method or Prism test method prior toand during construction as described in Building Code, Section 2105.

All reinforced concrete materials and construction shall conform to Building Code, chapter 19.

Cement shall conform to Section 1903 of Building Code and shall correspond to that on which theselection of concrete proportions were based.

Portland cement shall be Type I or II conforming to ASTM C150. For concrete in contact with soilcontaining sulfate So4 ≥ 0.1% by weight use Type II cement, containing sulfate So 4 ≥ 0.2% by weightuseType V cement. Weight percentage of So 4 shall be per soils report. Refer to Section 1904 of theBuilding Code for special exposure conditions as required by soils engineer & see corrosionengineer's recommendations for concrete exposed to corrosive elements.Reinforcing steel shall conform to ASTM A615. Grade 40 for sizes #3 and #4 and grade 60 forsizes #5 and larger.

The (28 days) concrete compressive strength, f'c, shall be min 2500 psi U.N.O.

Special inspection is required for concrete with f'c > 2500 psi unless the use of concrete withf'c > 2500 psi is solely for item #8 above.All reinforcing, dowels, holdowns, and other inserts shall be secured in position and approved bythe local building official prior to the pouring of any concrete.

5.

2.MATERIALS

3.

4.

6.

7.

5.

All materials making up finished concrete masonry construction shall conform to standardsrequired by Building Code Sec. 2103.

Grade N concrete bricks are for use as architectural veneer and facing, limited to in exterior walls.

Grade S concrete bricks are for general use where moderate strength and resistance to frostaction and moisture penetration is required.

Concrete masonry units shall conform to ASTM C90 for load bearing concrete masonry units.Concrete brick shall conform to ASTM C55, Specifications for Concrete Building Brick.

Grout shall comply with Article 2.2 & 2.6 of TMS 602-08/ACI 530.1-08/ASCE 6-08 and shall attain aminimum compression strength at 28 days of 2000 psi or the required compression, f'm, whicheveris greater. The compressive strength of grout shall be determined in accordance with ASTM C-1019.

8. The (28 days) concrete compressive strength, f'c, for concrete in contact with soil with weightpercentage of sulfate (So4) ≥ 1.0 shall be 4000 psi, and with weight percentage of sulfate (So 4)≥ 2.0 shall be 4500 psi. Special inspection is not required.

DEFERRED APPROVAL:

2.

3.

1. Elements of structure that are marked "by others" shall be excluded from this work permit.

General contractor shall first submit separate drawings for the above elements to the EOR fortheir review and if approved, then submit to the building officials for their review and approval.

City approval shall be obtained prior to installation of element subjected to deferred approval.

14.

Floor slab shall be poured level to 1/8" in 10'.15.16.

17.

18.

20.

19.

21.

23.

22.

1.

2.

4.

3.

MISCELLANEOUS

Prior to the contractor requesting a Building Department foundationinspection, the soil engineer shall advise the building official in writing that:a. The building pad was prepared in accordance with the soil report.b. The utility trenches have been properly backfilled and compactedc. The foundation excavations, the soils expansive characteristics and

bearing capacity conform to the soils report.

All grade beams shall be poured monolithically for their entire length.

a. Do not walk on slab until 24 hours after concrete has been poured.b. Begin wall framing 4-5 days after concrete poured.c. Begin roof/floor framing 7-10 days after concrete poured.d. Do not load roof prior to 14 days after concrete poured.

SHEET ROCK ON FRAMING5.

5/8" : 16 individual 4x10 sheets (8 pairs of sheets)1/2" : 20 individual 4x10 sheets (10 pairs of sheets)

foundations, walls and slab have attained sufficient strength to support lateral soil pressure.Concrete placement shall be monolithic in one continuous operation uniformly placed and mustbe vibrated and well consolidated unless shown otherwise on plans. Dual pour is defined by ACI asto when 1st. & 2nd. pour can not be vibrated together.

Requirements for pre-saturation of subgrade soils and daylight setback of exterior footings fromany descending slope shall comply with soil report recommendations.

Finish grade around the perimeter of slab shall be constructed such that rain and irrigation wateris drained away from the slab.All site and pad preparation, such as but not limited to shading, compacting of the fill,pre-saturation, and concrete slab base preparation, shall be performed in accordance with the soilengineer's recommendation and soils report.Foundation drawings prepared by E.O.R. reflect the structural requirements. Refer toarchitectural plans for dimensions, depressions, slope, shelves, patios, stoops and porches notshown in foundation drawings. Accuracy of the dimensions and final fit of the building shall bereviewed by the architect and the contractor prior to construction.

Waiting period for concrete slabs-on-grade prior to start of construction is as follows:

No pipes or conduits shall extend under isolated column footing or under continuous wallfootings unless specifically detailed or approved by the architect, structural engineer and thebuilding official.The contractor shall arrange for observation of the work by the soils engineer. The following arerequirements of the soils engineer:a. All footing excavations shall be inspected and certified in compliance with the soils report by

the soil engineer prior to placing of concrete or steel.b. Soil conditions, including compacting and moisture content, shall be inspected and certified to

be in compliance with the soil report by the soils engineer prior to placing of concrete or steel.c. A certificate of compliance shall be submitted to the building official prior to his foundation

inspection and to the architect and structural engineer.

Grout under base plates shall be non-shrink type and shall have compressive strength equal toor greater than the concrete or masonry supporting it.

All reinforcing to be accurately and securely located prior to pouring concrete or groutingmasonry.All horizontal reinforcement to have matching dowels at corners of walls. All verticalreinforcement to have matching dowels to footing, unless otherwise noted.

Stacked sheet rock loading shall be limited to the following quantities in any one room:

The shoring of the floor supporting stacked sheet rock is required if the number of sheet rockexceeds the quantities listed above.

6. Automatic sprinkler system specification & details by others

7. The contractor is responsible for taking measures to mitigate the effects of building shrinkage instructures consisting of 3 or more stories of wood framed construction. As an alternate, usekiln dried studs for top plates & sole plates of : The lower 3 levels of 5 story bldgs. The lower 2 levels of 4 story bldgs. The lower fiirst level of 3 story bldgs.

FOUNDATION1.

2.

3.

13.

4.

5.6.

7.

8.

10.

9.

12.

11.

Admixtures in concrete mix. containing calcium chlorides shall not be used.

1a.

1b.

All continuous footings to have 5/8"dia. x min. 12" anchor bolts, min. 7" embedment into concretefooting at 72" o.c. unless noted otherwise on plans. One anchor bolt should be located max. 12"away and min. 9 1/2" from the end of the sill plates. min. (2) A.Bs. per sill plate/shear panel. Sillplate under shear walls of up to 4'-0" in length must be continuous. See note 2 for sill platefasteners at interior non-shear walls.

Anchor bolts at shear walls shall be installed with plate washers of min. 3" sq. x 0.229" thickbetween sill plate and nut. Edge(s) of plate washers shall be 1/2" max. from inside face ofshear panel(s) per conditions shown below.The hole in the plate washer is permitted to be diagonally slotted with a width of up to 3/16inch larger than the bolt diameter and a slot length not to exeed 1 3/4 inches, provided astandard cut washer is placed between the plate washer and the nut.

For interior non-shear walls use Simpson PHNW series 0.145Ø pins with a penetration of 1 1/4"into slab at 16" O.C. to be installed in accordance with ICC ESR-2138. Actual slab thickness to beminimum 4". All interior shear walls to have A.Bs. per foundation plan.All holdowns and post anchors to be installed according to most current Simpson Strong Tiespecifications and requirements of ICC-ER reports & shall be tied in place prior to foundationinspection. Dimensions are not furnished to Simpson holdowns. It is the responsibility of thecontractor's superintendent, the framing contractor and the concrete contractor to locate theseanchors in the exact location. Refer to details for proper installation.Min. concrete width to be 8" for receiving PA, HPA & STHD's. Verify locations of holdowns andanchor bolts with rough framing to assure accurate installation.Provide #3 X 24" dowel at 24" o.c. and 12" from the corner at all concrete stoops and porches.Provide min. (1) #4 reinforcing for electrical ground, location to be verified with the electricalcontractor.Verify min. foundation depth, width, reinforcing steel and additional expansive soil requirementswith valid soils report and if more stringent, they shall supersede the above minimumrequirements. See note #7 under reinforced concrete for concrete strength.

Footings shall be examined and certified in writing by the project soil/geology engineer prior toinspection and placement of concrete.Concrete shall be to the strength and slump as specified per structural design, and consist ofPortland cement ASTM C-150 Type V per soils engineer's recommendations and Building Codesection 1904.3 (ACI 318 section 4.3) when exposed to sulfate containing solutions. Aggregatesshall be per ASTM C-33. Water to be clean and potable.

Placement shall be in one continuous operation unless otherwise specified. Slab surface shall becured with 'Hunts' compound or equal or cured with other methods in accordance with goodconstruction practice at contractor's option.Contractor shall dampen slab underlayment of sand/membrane just prior to concrete placementto assist uniform concrete curing. Slabs must not be poured during or immediately afterrainstorms. The specified sand over visqueen should not be saturated at the time of the concretepour. Any free water trapped in the sand layer must be removed prior to the concrete pour.The bottoms of footing excavations shall be level, clean and free of loose material or water whenconcrete is placed. Over excavation shall be filled with concrete or properly compacted fill thathas been tested and approved by the soils engineer. Backfill shall not be placed until supportingfoundations, walls and slab have attained sufficient strength to support lateral soil pressure.

1/2"MAX.

1/2"MAX.

EQ.

SHEAR PANELWHERE OCCURS

SW ANCHOR BOLTS AND PLATE WASHER ARRANGEMENT

ADJUST ⅊ WASHER SIZES

TO MEET NOTE 1a

REQUIREMENTS

2"EQ.

2x4 SHEAR WALLS ANDALL DOUBLE SIDED SHEAR WALLS

SINGLE SIDED SHEAR WALLS OF 2x6AND THICKER WALLS

1/2"MAX. ⅊ WASHER SIZES

PER NOTE 1a

CEILING JOISTS36.

NOTES: 1. COMMON NAILS SHALL BE USED (U.N.O.)

22. WIDER THAN 1" X 8" SHEATHING TO EACH BEARING, FACE NAIL...........................................3-8d21. 1" X 8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL..................................................3-8d20. 1" BRACE TO EACH STUD AND PLATE, FACE NAIL....................................................................2-8d

18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL.............................................................3-16d17. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL...........................................................3-16d16. CONTINUOUS HEADER TO STUD, TOENAIL................................................................................4-8d

13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL............................................................2-16d

11. BLOCKING BETWEEN JOIST OR RAFTERS TO TOP PLATE, TOENAIL......................................3-8d

SOLE PLATE TO JOIST, AT BRACED WALL PANEL.......................................(3) 16d (BOX) PER 16"6. SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL.......................................16d (BOX) AT 16" O.C.5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL.................................................2-16d4. WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST, FACE NAIL..................................................3-8d3. 1" X 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL.........................................................2-8d2. BRIDGING TO JOIST, TOENAIL EACH END..................................................................................2-8d

NAILING SCHEDULE

25. 2" PLANKS....................................................................................................2-16d AT EACH BEARING

23. BUILT-UP CORNER STUDS.........................................................................................16d AT 24" O.C.

15. CEILING JOISTS TO PLATE, TOENAIL...........................................................................................3-8d

24. BUILT-UP GIRDER AND BEAMS....................................................................20d AT 32" O.C. AT TOP

19. RAFTER TO PLATE, TOENAIL........................................................................................................3-8d

9. DOUBLE STUDS, FACE NAIL............................................................................16d (BOX) AT 24" O.C.

8. STUD TO SOLE PLATE............................................................................................4-8d, TOENAIL OR

CONNECTION

14. CONTINUOUS HEADER, TWO PIECES.......................................................................16d AT 16" O.C.

12. RIM JOIST TO TOP PLATE, TOE NAIL.............................................................................8d AT 6" O.C.

10. DOUBLED TOP PLATES, FACE NAIL................................................................16d (BOX) AT 16" O.C.

1. JOIST TO SILL OR GIRDER, TOENAIL...........................................................................................3-8d

DOUBLE TOP PLATES, LAP SPLIC..............................................................................................8-16d

7. TOP PLATE TO STUD, END NAIL.................................................................................................2-16d

ALONG EACH EDGE

2-20d AT ENDS AND ATEACH SPLICE

AND BOTTOM AND STAGGERED

NAILING

3X SOLE: 2-20d (BOX)2X SOLE: 2-16d

Use this span table for ceiling joists given the following conditions (U.N.O. on plans):

2. JOIST CAN BE EITHER SAWN LUMBER OR I-JOIST PER PLAN

24"16"12"

2x4

7'-7"8'-10"9'-10"

A) Dead Load = 6.0 psfB) Live Load = 10.0 psfC) Total Deflection = L/240D) With one layer drywallE) Use #2 Douglas Fir Larch 24"

16"12"

12'-6"14'-5"16'-0"

24"16"12"

15'-9"18'-4"20'-5"

2x6 2x8SPACING MAX SPAN SPACING MAX SPAN SPACING MAX SPAN

2013 CALIFORNIA BUILDING CODE (1), (3)

(4)

(2)(1)

(3)

870

(PLF)SHEAR

220

PANELTYPE

SHEAR

8 d's

10 d's@ 2" O.C.

8 d's@ 2" O.C.

@ 3" O.C.

15/32" APA

Structural Irated

3/8" APArated

10 d's@ 12" O.C.

8 d's

@ 12" O.C.8 d's

@ 12" O.C.

8 d's@ 4" O.C.

NAILING(COMMON)

EDGE

8 d's@ 6" O.C.

3/8" APArated

rated3/8" APA

SHEATHING

8 d's@ 12" O.C.

@ 12" O.C.8 d's

FIELD

(COMMON)NAILING

STUDS ARE SPACED @ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN.PERIODIC SPECIAL INSPECTION IS REQUIRED.

(4) (2)2

1

(5)(6)

USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.).

SINKER16d's

CONNECTIONSILL PLATE

@ 4" O.C.

@ 6" O.C.

@ 3" O.C.

@ 2" O.C.

@ 16" O.C.

@ 12" O.C.

@ 8" O.C.

@ 6" O.C.

@ 5" O.C.

SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES.PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED.

USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS.

FRAMING CLIPS A35's,LS50's OR LTP4's

(5), (6)

2 ROWSSTAGG.

@ 3" O.C.

(4) (2)

(4) (2)

(4) (2)

1/4"Øx6"

SCREWSSDS(8)

260

320

380

410

490

(7) ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX.(8) SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS.(9) NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C.

(9)

(7)

(7)

(7)

3/8" APArated 530

640 (7)

(10) FOR DOUBLE SIDED SHEAR PANELS:

(10) (10) (10)

(10) (10) (10)

(10) (10) (10)

a. USE HALF THE SPACING OF SILL PLATE FASTENERS STAGGERED FOR TYPE .b. USE ONLY 1/4"Øx6" SDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING, FOR TYPES & .

3

4 5c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND SPACING, FOR TYPES , & .3 4 5

5/8" Ø

2XA.B. SPC'G

@ 24" O.C.

@ 16" O.C.

@ 8" O.C.

@ 8" O.C.

@ 6" O.C.

48"

42"

36"

24"

18"

SHEAR WALL SCHEDULE

1.

2.

3.

SHOP DRAWINGSSufficient copies of shop drawings for any member or product designed by entity other thanE.O.R. shall be submitted to E.O.R. prior to fabrication for review. Contractor shall submit shopdrawings of reinforcement for concrete masonry walls, concrete components with compressivestrength more than 2500 psi and structural steel to E.O.R. to review and obtain approval prior tofabrication. Shop Drawings shall be original drawings prepared for the project specificinformation, drawn accurately to scale. Direct copies and modified reproductions of the ContractDocuments will not be accepted. Allow sufficient time from the receipt of complete submittal forreview and processing by E.O.R..

Review of shop drawings by E.O.R. does not relieve the engineer responsible for the design or thecontractor from compliance with Building Code.

E.O.R.s review of the shop drawings consists of checking general conformance with structuraldrawings. Design accuracy of such product, dimensions and quantity of the product is notreviewed by E.O.R..

GN

GENERALDETAILS & NOTES

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa

RMO Greenfield Estates

M&O Investments

EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

TYPICAL FRAMING ELEVATION

1/8"

1/2"MIN.

1/4"MIN.

3/8"MIN.

1/2"(TYP.)

3/8"(TYP.)

4 1/2"MAX.TYP.

1/4"MIN.

1/4" MIN.

1/8"GAP

CRIPPLEWALL STUD@24"o.c. MAX.

2x FLAT BLKG. @SHEAR WALL PLYWD.SPLICE w/ E.N.

TYPICAL BOUNDARY NAILINGMIN. 3/8" TO EDGE OF POSTSTUD & 3/8" TO EDGE OF PLYWD.

2X FLOATER

SOLE PLATE NAILINGPER PLAN

NO OVER CUT

OPEN'G

ROOF TRUSSPER PLAN.

TRUSS WEBMEMBERS

RADIUS ONCORNERSREQUIRED

2x TRIMMER w/ KINGSTUD ATTACHED w/16d @ 6"o.c. USE DBL.TRIMMER IF OPENINGIS GREATER THAN 8'-0"

2x FLOATERWHERE OCCURS

STUD WALL

DOUBLE SILL IFOPENING=8'-0"OR GREATER

HD TYPE HOLDOWNWHERE OCCURS

MIN. 3X POST AT VERT.SPLICES WHERESTAGGERED E.N.IS REQUIRED.

SILL PLATE EDGE

PLYWOOD EDGE

STAGGERED @ 3x ONLY

NO MORE THAN ONE HOLE ISALLOWED IN EA. HORIZONTALLINE. STAGGER HOLES IF SUCHCONDITION OCCURS. MAX OF(2)4 1/2"x4 1/2" CUTS AREALLOWED IN A 4'-0" WIDE PANEL.NO CUTS OR HOLES INSHEATHING WITHIN 16" OFCORNERS. FOR OPEN'GLARGER THAN 4 1/2"x4 1/2"CONTACT E.O.R.

(3)16d NAILS

1x4 X-BRACING w/(3)16d TO EA. MEMBER

TYPICAL1x4 LATERAL BRACING@ 48"o.c. OR AS SPECIFIEDBY TRUSS DESIGNER.

SIMPSON A35'S, LS50's ORLTP4's @ 48"o.c. MAX.U.N.O. PLANS.

SOLE PLATE NAILING @ 16"o.c.AT NON-SHEAR WALL & PERPLAN @ SHEAR WALL

RIM JOIST PER PLAN

TOP PLATE

TYPICALLTP4 EACH SIDE

HEADER PER PLAN, IF NOTCONT. USE SIMPSON ST6236

STAGGERED NAILING ATADJOINING PANEL EDGES@ 3X POST

NOTE:WHEN PLYWD SHT'G. IS NAILEDTO TRIMMER, ATTACH TO KINGSTUD w/ 16d SPACED TO MATCHSHEAR WALL E.N. SHEAR WALLNAILING HEADS SHOULD BEFLUSH WITH SHEAR PANEL.

TRIMMER OR POST PER PLANATTACH TO K. STUD w/ 16d@ 6"o.c. AT SHEAR WALLS AND@ 16"o.c. AT NON SHEAR WALLS

TRIMMER & KING STUDPER PLAN

2x FLOATER

INSTALL POST ANCHOR PER PLANON OUTSIDE FACE OF SHEARPANEL U.N.O. AVOID SHEAR WALLE.N. UNDER STEEL STRAP

SIMP. HDC WHEN OPENING@ EITHER SIDE EXCEEDS 5'-0"

P.T.D.F. SILL PLATE

2GD

2GD

11GD

NAILSTAGGEREDON OPPOSITESIDES OF GAP FOR 2x STUD

± 22 1/2"

4 1/4"TYP.

2"øMAX.

TYP. E.N.

A35 @ 16"O.C. FOR VENT SPACING OF 6'-0" (2-A35'sPER ADJACENT BLK's.), AND @ 12" O.C. FOR VENTSPACING OF 4'-0" (3-A35's PER ADJACENT BLK's.).SKIP A35's @ VENT BLOCKING

(3) BAYS OF FLATBLK'G. CENTERED@ SCREEN

ADJOINING FULL HT.BLK'G PER SHEARTRANSFER DETAILS

8d COMMON EDGE NAILS:@ 4"o.c. FOR VENT SPACING OF 6'-0"@ 3"o.c. FOR VENT SPACING OF 4'-0"

ALT. TO VENT BLOCK

C.L.

5"SCREEN FORVENTILATION

TYPICAL VENT BLOCK

SOLID RIM (2x,L.V.L. OR TIMBERSTRAND) w/ FULLBEARING. ADDBLKG. AS NEEDED

LOAD BEARING 4x4(MIN.) POST/MULTI-STUDS ABOVE

SOLID BLKG./POST,MULTI-STUD ORBEAM BELOW

HEADERPER PLAN

(4)16d, 2 AT TOP& 2 AT BOTTOMEACH SIDE

"I" JOIST W/ FULLBR'G. & 2x SQUASHBLK'G. ADDFILLERSAS NEEDED

BLOCKING AT POSTS/TRIMMERS

PERPENDICULAR PARALLEL

SIMP. STC @EACH CONNECT(MAX. @ 24"o.c.)

BOT. CHORDOF TRUSS

Ix OVER 2x PLATEOR (2)2x TOP PLWHEN TRUSS BOT.CHORD IS CAMBERED

Ix OVER 2x PLATEOR (2)2x TOP PLWHEN TRUSS BOT.CHORD IS CAMBERED

2x BLK'G @ 24"o.c.w/(2)16d TO EACHMEMBER

SIMP. STC @EACH CONNECT(MAX. @ 24"o.c.)

2x BLK'G @ 24"o.c.w/(2)16d TO EACHMEMBER2x MEMBER w/(2)16d TO BLK'G Ix OVER 2x PLATE

OR (2)2x TOP PLWHEN TRUSS BOT.CHORD IS CAMBERED

BOT. CHORDOF TRUSS

(2)2x TOP PL

TYPICALEDGE NAILING

2x8 BRACING(2)16d @ 12"o.c.

2x CEILING JOISTOR BOTTOMCHORD OF TRUSS

Ix OVER2x PL OR(2)2x TOP PLWHEN TRUSSBOT. CHORDIS CAMBERED

BOT. CHORDOF TRUSS

2x BLK'G.x12" LONG@ ±6'-0"o.c.NAILED TOTOP PLATEw/(3)16d.

2x BLK'G@ 24"o.c.w/(2)16dTO EACHMEMBER

FRAMING TO NON-BEARING WALLS

3

7

MAX. 8'-0"

CODE APPROVED "SHOT PINS",SEE FOUNDATION PLAN NOTES

MUD SILL W/ ANCHOR BOLTSSEE FOUNDATION PLAN FORSIZE & SPACING

SOLID RIM JOIST PER PLANMIN. 2X4 STUDS @ 16"o.c. AT INTERIORBEARING, AND EXTERIOR SHEAR WALLS.(MAX. HEIGHT=10') U.N.O.MIN. 2X4 STUDS @ 24"o.c. AT INTERIORNON-BEARING AND NON-SHEAR WALLS.(MAX. HEIGHT=14')

PROVIDE SOLID BLOCKINGOR CONT. RIM JOIST ATALL BEARING POINTS

BLK'G. (2x, I-JOIST) MIN. 12" LONG@ MAX. 48"o.c. WITH FLOOR E.N.SECURE w/(2)16d E/S.

2x SHAPED BLKG. (SEE 13/GD FOR ALT.)w/ 16d @ 6"o.c. @ SHEAR TRUSSNOTE: A35 @ 24"o.c., CAN BE USED TOCONNECT BLKG. TO TRUSS IN LIEU OFNAILING

2X PRESSURE BLK'G. @ EVERY OTHERTRUSS w/(6)16d TO GIRDER TRUSS &(3)16d END NAIL TO EACH TRUSS.

(3) 16d's

1x4 CANT. LATERALBRACE @ 48"o.c.(1) A35 @ BRACE

TO TRUSS

E.N.ROOFSHEATHING

TYPICAL FRAMING CROSS SECTION

NOTES:1. FOR PARALLEL CONDITION, BLK'G. MAY BE OMITTED IF A SINGLE JOIST IS ALIGNED UNDER A WALL WHICH SPANS UNDER 1/2 THE LENGTH OF THE JOIST: OR A DBL. JOIST IS ALIGNED UNDER A WALL WHICH SPANS OVER 1/2 THE LENGTH OF THE JOISTS.2. "I"-JOIST BLK'G. MAY BE USED WHEN I-JOIST SYSTEM IS USED. USE FILLER AS REQUIRED.3. FOR PARTITION LENGTH LESS THAN 8'-0" NO BLK'G. IS REQUIRED.4. OFFSET JOIST(S) @ PLUMBING WALL & USE LADDER BLK'G. @ 24" O.C.

PERPENDICULARCONDITION

ALT. SIMP."Z" CLIP.

PARALLELCONDITION

ALTERNATECONDITION

BEARING & NON-BEARING WALL

EXTERIOR FIREPLACE CONN.

1/2" THICKPLYWOOD SHT'G. ROOF SYSTEM

1/2" THICK PLYWOODSHT'G w/ NAIL @ 6"o.c.TO LEDGER/TOP PL.

1/2" THICK PLYWOODON 3 SIDES @ JOINT& EXTEND 4'-0" E.W.

2x LEDGERw/ 16d @ 6"o.c.& LTP4 @ 8"o.c.TO DBL. TOP PL.

PLYWOOD FLOORSHT'G. CONT.THRU FIREPLACE

PLYWOOD SHIMAS REQ'D w/ 16dSINKER F.N. @ 4"o.c.DBL. T.P. FOR LTP4

FIREPLACE FLUE

CUT HOLE INPLYWOOD ONLYAS REQUIRED

FLOOR SYSTEM

NOTE:FULLY NAIL CS16 w/ 10d SINKER NAILS.

CHIMNEY STACKON ROOF

SIMPSON CS16 STRAPw/ 16" MIN. LAP ON CORN.STUDS & CONT. A35CLIP AT BOT. TRUSS

SIMPSON LTP4 EA. SIDETO BOT. CHORDOF TRUSS

PROVIDE SOLID VERT.BLOCKS UNDER CORN.OF CHIMNEY BETW.TRUSS CHORDSw/ ROOF TRUSSES

SLOT CUT ROOFSHT'G AT STRAPS

CHIMNEY STACKON ROOF

CS16 EA. CORN.w/ MIN. 16" LAP ONCORN. STUD &FILLER BLOCKBELOW AT CONDITION

ADD VERT. 2x FILLERBLOCK w/ E.N. TORECEIVE STRAPS

ADD SHEAR PANELBLK'S w/ 1/2"SHT'G & 10d @4"o.c. ALL AROUND

(2)A35 EA. SIDEOF PANEL BLK'STO TRUSS

INTERIOR CHIMNEY TIE DOWN

NOTE: BORED HOLES NOT PERMITTED IN MORE THAN TWO CONSECUTIVE DOUBLE STUDS.

NOTCH DEPTH

STUD SIZE EXT. & BRN'G.WALLS

NON-BRN'G.WALLS

2x42x6

7/8"1 3/8"

1 7/16"2 3/16"

BORED HOLES

STUD SIZE EXT. & BRN'G.WALLS

NON-BRN'G.WALLS

2x42x6

1 3/8"2 3/16"

2 1/8"3 5/16"

2-2x4 2 1/8" 2 1/8"2-2x6 3 5/16" 3 5/16"

NOTCH DEPTH & BORED HOLESEE TABLE BELOW

SILL PLATE

STUD

STUD NOTCHING/BORING LIMITS

16"MIN.

48'MAX.

1/8"GAP

1/8"GAP

TYP. 2-BAYS OFBLKG. USE CS16OVER BLK'G ANDNAIL @ 2 1/16"o.c.U.N.O. ONFRAMING PLAN

TAIL JOIST/ TRUSSPER PLAN

OPENING INDIAPHRAGM

BLOCK OUT EDGES OFTHE OPENING w/ DBL.STRUCT'L. MEMBERS/ BEAM(U.N.O.) AND PROVIDE B.N. @ALL EDGES. PROVIDE SINGLEBLOCKING w/ E.N. WHEN OPENING< 24"x24", AND STRAPS PERNOTE 18 DO NOT APPLY

FRAMINGMEMBERS

TYP. APPROVEDHANGERS USE(3)16d TOE NAILSIF LENGTH OFTAIL JOIST < 6'-0"

24" MIN. UNLESSFULLY BLOCKED@ ALL EDGES

PANEL EDGE WHERE2x FLAT BLKG. ISNEEDED @ BLOCKEDDIAPHRAGM

DIRECTION OFFACE GRAINPERPENDICULARTO SUPPORT


FIELD NAILINGPER PLAN

1/8" GAP U.N.O.

CONT. PANEL EDGEw/ BLKG. (IF BLOCKEDDIAPHRAGM), EDGENAILING PER PLAN

DISCONTINUOUSPANEL EDGE, EDGENAILING PER PLAN

DIAPHRAGMBOUNDARY &B.N. PER PLAN

OFFSET EDGESUPPORT

ALT. CONDITION

PANEL JOINT

2x4 w/ NAILSTO BE MATCHEDw/ EDGE NAILING

ROOF ORFLOORSHEATHING

ROOF OR FLOORFRAMING MEMBER2x4 BLK'G 6'-0"LONG MAX w/(2)16d COMMONNAILS @ EA. END

NOTES:1) STAGGERED JOINTS AS SHOWN2) NAILS SHALL BE DRIVEN TIGHT BUT SHALL NOT FRACTURE SURFACE OF SHEATHING.3) SEE GENERAL NOTES FOR PLYWOOD TYPE, THICKNESS, SPACING, & NAIL SIZE.4) PROVIDE MIN. 3/8" EDGE DISTANCE @ FRAMING MEMBER & 5/16" TO EDGE OF PLYWOOD DIAPHRAGM.5) ALL DIAPHRAGM BOUNDARIES SHOULD BE FULLY SUPPORTED BY FRAMING MEMBERS w/ BOUNDARY NAILING6) T&G EDGE TO BE LOCATED OVER CONTINUOUS PANEL JOINT.7) MAX. UNSUPPORTED SHEATHING TO BE 24". PROVIDE ADEQUATE FRAMING MEMBERS TO LIMIT SPAN.

SHEATHING LAYOUT

NAILS2 1/16"

CS16 DRAG STRAP NAILING PATTERN

1

1A

2

3

4

5

8

7

6912

10

11PIPING THRU PLATE FRAM'G-NON SW

PIPE WHERE OCCURS

1 3/4" MAX IF IN 2x4TOP TOP PL.STRAPEA. SIDE OF PL.w/ #3 BELOW PL.OR 2 3/4" IN 2x6

SIMPSON RPS METALSTRAP TYPICAL AT EA. PL.CUT w/(6)16d @ EA. SIDEU.N.O. ON PLANSPER DETAIL 9/SD-2

PIPE WHEREOCCURS

TOP PLATES/ SILL PLATES

NOTCHIN PLATE

TOP PLATES/ SILL PLATES

ANCHOR BOLTSPER PLAN

SIMPSON RPS METALSTRAP TYPICAL ATEA. PL. CUT w/(6)16d@ EA. SIDE U.N.O.ON PLANS PERDETAIL 9/SD-2

NOTES: 1. IF NOTCH OR HOLE EXCEEDS 50% OF TOP PLATE WIDTH, STRAP BOTH SIDES OF PLATES. 2. FOR PIPING THRU TOP & SILL PLATES OF SHEAR WALLS, CONTACT E.O.R.

NOTES:1) FOR OTHER HOLE SIZES & JOIST TYPE, SEE MANUFACTURER SPEC.2) DO NOT CUT HOLES LARGER THAN 1 1/2" IN CANTILEVER PORTION OF THE JOIST.3) A 1 1/2" HOLE CAN BE CUT ANYWHERE IN THE WEB. EXCEPT WITHIN 6" AWAY FROM SUPPORT.4) REFER TO MANUFACTURERS GUIDE-LINES IN I-JOIST CATALOG FOR MORE INFO.5) NO FIELD CUT WITHIN 6" AWAY FROM FACE OF SUPPORT.

NOTES:1) FOR SOLID SAWN JOISTS, NOTCHED TO BE @ OUTER 1/3 SPAN ONLY.2) MAINTAIN MIN. 6" SPACING BETWEEN NOTCHES/ BORED HOLES.

4" 8 7/8" 11"6 1/2"b

1'-0"1'-0"

2'-0"2'-0"

2'-6"3'-0"1'-6"2'-6"

5'-0"

4'-0"5'-6"

5'-6"

6'-6"7'-0"7'-0"8'-0"

5'-6"

5'-6"

6'-0"3'-6"

8'-0"9'-0"9'-6"

6'-6"

N.A. N.A.N.A.N.A.

* TYPICAL MIN. DISTANCE BTWN. HOLES TO BE 2X THE LARGER HOLE.

JOIST DEPTH.

1/6 OF JOISTDEPTH MAX.

1/3 OF JOISTSPAN MAX.

PIPE ORCONDUIT.

1/6 OF JOISTDEPTH MAX.1/3 OF JOIST

SPAN MAX.

1/4 OF JOISTDEPTH MAX.AT SUPPORT END.

JOIST DEPTH.

1/3 OF JOISTDEPTH MAX.

2" CLEAR TOEDGE OF JOIST.1/3 OF JOISTDEPTH MAX.

1/8"MIN.TYP.

*

**

a

b

NOTCH & HOLES IN I-JOIST

HOLE SIZEUP TO 3"TJI SIZE a

MIN. DIST. FROM EDGE OF HOLE TO EDGE OF SUPPORT11 7/8" 21011 7/8" 230

14" 23014" 360

1'-0"1'-0"1'-0"1'-0"

ba ba ba ba

1'-0"1'-0"1'-0"1'-0"

1'-0"1'-0"1'-0"1'-0"

NOTCH & HOLES IN CONV. JST.

12" MAX.5"

12" MAX.5"

3/8" MAX. NAILEXPOSURE @ GAP

2x BLK'G., LEDGER, R/ R.OR TRUSS TOP CHORDUNDER ROOF SHEATHINGWHEN NOT BEVELED ONTOP AS REQ'D

INCREASE NAILING TO8d @ 3"o.c. ONNON-BEVELED MEMBER

ROOFSHEATHING

3/8" MAX. NAILEXPOSURE @ GAP

2x BLK'G., LEDGER, R/ R.OR TRUSS TOP CHORDUNDER ROOF SHEATHINGWHEN NOT BEVELED ONTOP AS REQ'D

ROOFSHEATHING

INCREASE NAILINGTO 8d @ 3"o.c. ONNON-BEVELEDMEMBER

SHEAR TRANSFER

16"MIN.

48'MAX.

1/8"GAP

1/8"GAP

TYP. 2-BAYS OFBLKG. USE CS16OVER BLK'G ANDNAIL @ 2 1/16"o.c.U.N.O. ONFRAMING PLAN

TAIL JOIST/ TRUSSPER PLAN

OPENING INDIAPHRAGM

BLOCK OUT EDGES OFTHE OPENING w/ DBL.STRUCT'L. MEMBERS/ BEAM(U.N.O.) AND PROVIDE B.N. @ALL EDGES. PROVIDE SINGLEBLOCKING w/ E.N. WHEN OPENING< 24"x24", AND STRAPS PERNOTE 18 DO NOT APPLY

FRAMINGMEMBERS

TYP. APPROVEDHANGERS USE(3)16d TOE NAILSIF LENGTH OFTAIL JOIST < 6'-0"


PANEL EDGE WHERE2x FLAT BLKG. ISNEEDED @ BLOCKEDDIAPHRAGM

DIRECTION OFFACE GRAINPERPENDICULARTO SUPPORT


FIELD NAILINGPER PLAN

1/8" GAP U.N.O.

CONT. PANEL EDGEw/ BLKG. (IF BLOCKEDDIAPHRAGM), EDGENAILING PER PLAN

DISCONTINUOUSPANEL EDGE, EDGENAILING PER PLAN

DIAPHRAGMBOUNDARY &B.N. PER PLAN

OFFSET EDGESUPPORT

ALT. CONDITION

PANEL JOINT

2x4 w/ NAILSTO BE MATCHEDw/ EDGE NAILING

ROOF ORFLOORSHEATHING

ROOF OR FLOORFRAMING MEMBER2x4 BLK'G 6'-0"LONG MAX w/(2)16d COMMONNAILS @ EA. END

NOTES:1) STAGGERED JOINTS AS SHOWN2) NAILS SHALL BE DRIVEN TIGHT BUT SHALL NOT FRACTURE SURFACE OF SHEATHING.3) SEE GENERAL NOTES FOR PLYWOOD TYPE, THICKNESS, SPACING, & NAIL SIZE.4) PROVIDE MIN. 3/8" EDGE DISTANCE @ FRAMING MEMBER & 5/16" TO EDGE OF PLYWOOD DIAPHRAGM.5) ALL DIAPHRAGM BOUNDARIES SHOULD BE FULLY SUPPORTED BY FRAMING MEMBERS w/ BOUNDARY NAILING6) T&G EDGE TO BE LOCATED OVER CONTINUOUS PANEL JOINT.7) MAX. UNSUPPORTED SHEATHING TO BE 24". PROVIDE ADEQUATE FRAMING MEMBERS TO LIMIT SPAN.

SHEATHING LAYOUT

NAILS2 1/16"

CS16 DRAG STRAP NAILING PATTERN 17

13

16

GD

GENERAL

DETAILS & NOTES

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


M&O Investments

EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

WALL W/ PLUMB./ MECH

PLUMBING OR MECHANICALLINE IN WALL INTERRUPTINGPLATES AND RIM JOIST@ FLOOR LEVEL.SPLICE RIM W/ ST6224STRAP (U.N.O.) ON PLANS.

SPLICE PLATES @ FLR. LEVELW/ SIMPSON RPS STRAPSW/(6) 16d's @ EA. END OF EA.STRAP. ALT., USE 'ST' STRAPW/(6) 16d's @ EA. END,P/ PLATE. STRAP ONE SIDEONLY IF PLUMBING CAUSESNOTCH OF PLATE NO MORETHAN 50% OF PLATE WIDTH.

ROOF MEMBERS.EAVE BLK'G TO REMAIN.

ADD NEW FLAT 2x BLK'G MIN.(3) BAYS @ PIPE W/ (4) 10d'sPER BLK'G FROM FLOORSHT'G. AT BAY W/INTERRUPTED RIM JOIST,ADD ONE ADDITIONAL BLK'GEACH WAY.

SPLICE UPPER TOP PLATESW/ STRAP AS REQ. P/ DRAGDETAIL ON PLANS. STRAPBOTH SIDES W/ SAME STRAPWHEN CUT EXCEEDS 50% OFPLATE WIDTH. USE 16d SHORTNAILS (2 1/2" LONG).

PLUMBING OR MECHANICALLINE IN WALL INTERRUPTINGPLATES AND RIM JOIST@ FLOOR LEVEL.

FIELD FIX @ PLATE/RIM BREAK

X X

TYP. BLK'G OR RIM. ROOF OR FLOOR SHEATHING.

ROOF TRUSS OR TJI's@ SIMILAR CONDITION@ FLOOR.

TYP. BLK'G OR RIM.

DBL. TOP PLATES.

2x4 STUDS.2x4 STUDS.

(2) CS16 EA. SIDE W/ 10d's@ 2" O.C. MAX STRAPS TOBE NAILED @ TOP OF SHEARPANEL AND TO HAVE MIN.NO. OF NAILS EQUAL TOSPLICE NAILING PER PLAN.N 10 NAILS MAY BE USED.

X= LENGTH TO BE ENOUGH TO HAVE MIN. NO. OF NAILS OF SPLICE NAIL AS PER PLAN (STRAPS MUST EXTEND MIN. ONE STUD BAY EACH WAY).

RIM INTERRUPTED @ DUCT.

A35 PER PLAN AND MIN. (1)EA. SIDE OF BREAK.


CS STRAP @ EA. SIDE SOLEPLATE IF CUT.

ADD FULL HEIGHT BLK'G W/SHEATHING E.N. @ AFFECTEDBAY AND ONE BAY EA. WAYBEYOND. MIN. (3) BAYS OFBLOCKING.


SECTION @ FLOOR FRAMING

SECTION @ ROOF FRAMING

E.N.

A35, PER BLOCK.

ADD 2X6 MIN. BLK'G W/SHEATHING E.N. @ AFFECTEDBAY AND ONE BAY EA. WAYBEYOND. MIN. (3) BAYS OFBLOCKING.

SHEAR PANEL.



FIX FOR CUTS IN SLABS

NOTES FOR P.T. SLAB:- MARK-UP TENDON ROUTE IN BOTH DIRECTIONS ON SLAB SURFACE IN THE VICINITY OF THE PROPOSED OPENING PRIOR TO PROCEEDING WITH THE SLAB EXCAVATION.- DE-TENSION ALL TENDONS PASSING THRU THE AREA BEING CUT. IF CUTTING BETWEEN TENDONS, NO NEED TO DE-TENSION CABLES, BUT CUT MUST BE 6" AWAY FROM CABLE.

- EXTREME CARE SHALL BE TAKEN NOT TO DAMAGE ANY TENDON DURING REPAIR.- POUR NEW 4000 PSI CONCRETE TENDONS SHALL NOT BE RE-STRESSED UNTIL NEW CONC. REACHES 3000 PSI. (IN CASE TENDONS WERE DE-TENSIONED).- SPECIAL INSPECTION IS REQUIRED DURING CONSTRUCTION PROCESS.

PLAN VIEW

PROVIDE VAPOR BARRIERUNDER SLAB

OPENING IN CONC. SLAB.TYP. #4 DOWELS @ 12" O.C.(MIN. 2 PER SIDE) EMBEDDEDIN SLAB AS SHOWN W/ EPOXYGROUT MIX. USE DOWELS TOP& BOTTOM @ 8" OR THICKERSLAB. PLACE DOWELSAPPROXIMATELY 1 3/4" FROMTOP OF SLAB.

WIDTH OF OPENING MUST BEMIN. 20" TO ALLOW FORDOWELING AS SHOWN.

1 GF

GENERAL

DETAILS & NOTES

H.M. A.D.

ADDITION OF FTN'G./SLAB AT EXISTING FOUNDATION

EXISTING FOUNDATION

MIN. 5" EMBEDMENT OFDOWELS INTO EXISTINGCONCRETE W/ SIMPSON SET-XPEPOXY, ESR #2508. PERIODICSPECIAL INSPECTION IS REQ'D.

FOOTING REINFORCEMENTPER PLAN OR MIN. (1) #4 TOPAND (1) #4 BOTTOM.

NEW FOOTING, MINIMUM SAMESIZE AS EXISTING OR SEEPLAN FOR SIZE.



ADDITIONAL #4 BOTTOM DOWELAT ENDS ONLY.

EXISTING FOUNDATION

MIN. 5" EMBEDMENT OFDOWELS INTO EXISTINGCONCRETE W/ SIMPSON SET-XPEPOXY, ESR #2508. PERIODICSPECIAL INSPECTION IS REQ'D.

NEW SLAB PER PLAN

1 1/2"

AREA OF FRAMINGTO BE "CUT-OUT"

1/8" MIN., TYP.

FIX AND ALTERNATE @ ADJOININGPANEL EDGES OF SHEAR WALLS

EDGE NAILING @ ADJOININGPANEL EDGES, TYP.

AS BUILT.(NOT ACCEPTABLESEE FIX BELOW)

SHEAR PER PLANS, TYP.3X MIN. POST (PER SW SCHED.)MIS-INSTALLED W/ A 2X STUD.

SHEAR PANELWHERE OCCURSTHIS SIDE ALSO,PER PLAN TYP.


SHEAR PERPLANS, TYP.NEW POST AS SHOWN.

POST TO BE SIZED TOACHIEVE MIN. 1 1/2"OVERLAP OF SHEAR PANEL.

SHEAR PANEL WHERE OCCURSTHIS SIDE ALSO, PER PLAN TYP.

FIELD FIX.


SHEAR PER PLANS, TYP.

SHEAR PANEL WHERE OCCURSTHIS SIDE ALSO, PER PLAN TYP.

ALTERNATE TO 3X MIN. POST PERSW SCHEDULE, USE (2) 2X STUDSW/ 2 ROWS OF 16d SINKER NAILS(ROWS STAGGERED) WITHSPACING IN EACH ROW PERSCHEDULE BELOW.

PANEL TYPES NAIL SPACING

@ 12" O.C.

@ 9" O.C.

@ 6" O.C.

@ 5" O.C.

@ 4" O.C.

@ 3" O.C.

@ 2 1/2" O.C.

2

3

4

5

3

4

5

DBL SIDED

DBL SIDED

DBL SIDED

2

FIELD FIX-MISPLACED NAILING

1/8"

1/8"

EXIST. 2X, 3X PER PLANS.

NEW 2X BOTH SIDES.

EDGE NAILS TONEW 2X PERS.W. SCHEDULE.

10d FACE NAILS @ 6" O.C.STAGG. ALONG STUD FACE.

2X STUD @PANEL JOINT

1/2" MIN.TYP.

3X STUD @PANEL JOINT

EXIST. 2X, 3X PER PLANS.

NEW 2X BOTH SIDES.

EDGE NAILS TO NEW2X MEMBER @ 2XREQUIRED SPACING(HALF NUMBERS OFNAILS REQ'D.) PERS.W. SCHEDULE.

1/4"Φ x 3 1/2" SDSSCREW FROMNEW 2X TO EXIST. 3X @ 10"O.C. FOR SINGLE SIDED S.W. & @5" O.C. FOR DOUBLE SIDED S.W.STAGG. ALONG STUD FACE.

1/2" MIN.TYP.

10d @ 6" O.C. STAGG. TO (E) 2X SILL PL.PER S.W. SCHED. USE 1/4"Øx3 1/2" SDSSCREWS TO (E) 3X MIN. SILL PLATE PERS.W. SCHED. @ 10" O.C. FOR SINGLESIDED S.W. & @ 5" O.C. FOR DOUBLESIDED S.W. STAGGERED FASTENERSALONG NEW 2X BLOCKING.

EXIST. 2X, 3X PER PLANS.2X BLOCKING.

NOTCH NEW 2X BLOCKINGWHERE ANCHOR BOLT OCCURS.

EDGE NAILS TO NEW2X MEMBER @ 2XREQUIRED SPACING(HALF NUMBERS OFNAILS REQ'D.) PERS.W. SCHEDULE.

SILL PLATE NAILING

MISPLACED HOLDOWN ANCHOR

RAISE HOLDOWN BRACKETHIGH ON WALL TO RECEIVEEXTENSION ROD.

USE APPROVED COUPLERAND EXTEND ROD W/ SLIGHTANGLE TO CENTER ROD INWALL. USE 12:1 RATIO(12" HIGH FOR 1" OFFSET).

EXISTING ANCHORMISPLACED.

EXISTINGMORE THAN1 3/4 " MIN

NOTE:THIS FIX SHALL NOT BE USEDIF ANCHOR IS MISPLACEDTOWARD OUTSIDE EDGE OFCONC. DUE TO MIN. EDGEDISTANCE REQUIREMENTS.

3

4

FIELD FIX FOR OPENING IN S.W.

1'-4"

OPENINGS OF MAX. 4 1/2"x4 1/2"DO NOT NEED BLK'G/STRAP.DO NOT CUT MORE THAN ONEOPENING IN ONE HORIZONTALLINE (AT ONE ELEVATION)AND OFFSET OPENINGS BYMIN. 4" VERT.SEE DETAIL 1/GD FOR OPENINGSSMALLER THAN 4 1/2" x 4 1/2"

SIMP. CS16X48" LONG W/NAILS @ 2 1/16" O.C.

ALT. LOCATION OF OPENINGIF CONT. SILL PLATE, NO "CS"STRAP REQUIRED @ BOTTOM.

NO CUT OR HOLESIN SHT'G WITHIN16" OF CORNERS.

NOTE:

- AVOID OPENING IN SHEAR WALLS W/ LENGTH LESS THAN 4'-0".- MAX. WIDTH OF OPENING TO BE ONE STUD BAY OR 14 1/2".- DO NOT OVER-CUT ANY FRAMING MEMBER.- E.N. TO BLK'G. TO MATCH SHEAR WALL E.N. UNLESS STRAP IS PLACED ON TOP OF PLYWOOD.- EDGE NAIL F.HT. ALONG STUD ON EACH SIDE OF OPENING.- IF OPENING IS LOCATED AT THE EDGE, EXTEND STRAP INTO THE SHEAR WALL TO MEET MIN. LENGTH REQUIRED.

5

6

7

8

TIE DWN. AT OFFSET POSTS

12"MAX

NOTE: FOR JOISTS PARALLEL TO WALL CONDITIONS ONLY

STUDS (OR POST) & CS16STRAPS FROM SHEAR PANELAT UPPER FLR. TO BE NAILEDTO SIDE OF RIM JOIST INFLOOR SYSTEM. SEE PLANSFOR NO. OF CS16's REQ.

ADD SOLID BLK. BEHIND RIM& CONT. 8" PAST STRAPSEA. WAY. NAIL W/(2) ROWSOF 16d's @ 4" O.C.

SAME NO. OF CS16 STRAPSAPPLIES FROM RIM TOPOST AT LOWER FLOOR.

ADD SOLID BLK. BEHIND RIM& CONT. 8" PAST STRAPSEA. WAY. NAIL W/(2) ROWSOF 16d's @ 4" O.C.

3"CLR.

48"

RETROFIT FOR MISSING FOOTING@ PREFABRICATED SHEAR PANEL.

TYP. EXISTING FOOTING.

PREFABRICATED SHEARPANEL PER PLAN

EXISTING CURB WHEREOCCURS..

DRILL HOLES IN EXISTINGCURB & FOOTING FOR NEWBOLTS. FILL HOLES W/ SIMP.SET EPOXY PRIOR TO BOLTPLACEMENT.

NEW 15" WIDE x 48" LONGGRADE BM. CENTERED @CORRECTLY PLACED PANEL.WHEN FTG. IS MISSING.

(2) NEW #5 BARS TOP & BOTT.

NATURAL GRADE.

TYP. 1 1/8"Ø OR 7/8"ØTHREADED RODS @PREFABRICATED SHEARPANEL PER PLAN

@ PLACES WHERE HTT22 HOLDOWN FIX CANNOT BE APPLIEDFIX FOR MISSING HOLDOWN

2 1/16" WIDE x 12GA. STRAP(MST48 OR EQUAL).

1/2" Φ SIMPSON TITEN HDCONCRETE SCREW ANCHORS.ICC-ESR# 2713 WITH 4 1/4"EMBEDMENT. REFER TO ICCAND MANUFACTURER SPECS.FOR INSTALLATIONPROCEDURES (SEE TABLE).

16d COMMON NAILSUSE 0.162Øx 2 1/2" NAILS.(SEE TABLE).

USE 4x4 POST MIN.

REPAIR CONC. SPALLING,IF OCCURS, W/ HIGH STRENGTHCONC. MIX.

MIN. (2) #4 DOWELS EMBEDED4 1/2" IN CONC.

9

10

11

HEAD OUT DETAIL

TYPICAL FLOOR SHEATHING.

SINGLE I--JOIST HEAD OUT"BEYOND".

SIMPSON "IUS" HANGER.

ADJACENT I-JOIST PER PLAN.

I-JOIST/250 BLOCK ALT.SOLID LSL BLOCK @ HEADOUT. WEB FILLER REQ'D. @I-JOIST OPTION.

ADJACENT I-JOIST PER PLAN.

WEB FILLER @ EA. SIDE OFI-JOIST @ EA. HANGERLOCATION, PERMANUFACTURER'SSPECIFICATIONS.

NOTE: FOR SINGLE I-JOIST HEAD OUT @ OUTER 1/3 SPANS ONLY.

STEM WALL ADDITION ONEXISTING SLAB

2X STUD WALL PER PLAN.

MIN. 3 1/2" WIDE X MAX. 12"TALL CURB TO BE ADDED.(f'c=2500 psi) MIN.

EXTEND EXISTING A.B. W/COUPLER NUT & 5/8"Φ RODS(f'c=2500 psi) MIN.

EXISTING 5/8"Ø X12" A.B.SPACED PER PLAN.

EXISTING SLAB & FOOTING.

USE (1) CONT. #3 BAR.

4"

8TYP

6"TO8"

FIX FOR WALL OVERHANGINGOFF FOUNDATION EDGE FOR

1 & 2 STORY COND. ONLY

NOTES:- ALL METALS EXPOSED TO WEATHER MUST BE PROTECTED AGAINST CORROSION.

- ANGLE TO BE CONTINUOUS.

- CONTACT E.O.R. FOR ALTERNATIVE FIX FOR THE FOLLOWING CONDITION: OVERHANG < 1 1/2" OR > 3 1/2".

EXISTING NON-SHEAR WALLOVERHANGING COMPLETELY ORPARTIALLY OFF FOUNDATIONEDGE , MIN 1 1/2" & MAX. 3 1/2".1" MIN

1/2" Φ WELDED STUD BOLTS @ 16" O.C.

3/8" THICK ANGLE IRON TOSUPPORT EDGE OF WALL.HORIZONTAL LEG TO MATCHOVERHANGING WALL (HORIZ.LEG MIN. 2"); VERTICAL LEGMIN. 6".1/2"Φ SIMPSON TITEN HD CONC.SCREW ANCHORS @ 8" O.C.W/ MIN. 6" FROM CONCRETEFOUNDATION EDGE.(ICC-ESR-#2713, SEPT. 2010)EXISTING

FOUNDATIONWALL.

A

A

EXISTING NON-SHEAR WALLOVERHANGING COMPLETELY ORPARTIALLY OFF FOUNDATIONEDGE , MIN 1 1/2" & MAX. 3 1/2".

1" MINA

A

3/8" THICK ANGLE IRON TOSUPPORT EDGE OF WALL.HORIZONTAL LEG TO MATCHOVERHANGING WALL (HORIZ.LEG MIN. 2"); VERTICAL LEGMIN. 6".1/2"Φ SIMPSON TITEN HD CONC.SCREW ANCHORS @ 8" O.C.W/ MIN. 6" FROM CONCRETEFOUNDATION EDGE.(ICC-ESR-#2713, SEPT. 2010)

EXISTING FOUNDATION WALL.

1/2" Φ WELDED STUDBOLTS @ 16" O.C.

CONC FOUNDATION EDGE.

SECTION A-A

FIX FOR OVERSIZED HOLEFIX USING EPOXY GROUT FIX USING SIMP. BPS 5/8

OVERSIZED HOLE OR HOLEGREATER THAN 1/16" OVERBOLT DIAMETER SIMPSON BPS 5/8

OVERSIZED HOLE OR HOLEGREATER THAN 1/16" OVER

BOLT DIAMETER

ANCHOR BOLT W/ WASHER.

SILL PLATE

EPOXY GROUT

STUD WALL PER PLAN

MISSING/MISPLACED COL. BASE

1 3/4"MIN.

POST PER PLAN.

SIMPSON ABU COLUMN BASETO MATCH POST SIZE.

5/8" DIA. SIMPSON WEDGE ALLANCHOR W/ 4 1/2" MIN.EMBEDMENT INTO CONCRETE@ MIDDLE OF SLAB CONDITION.

5/8" DIA. THREADEDROD EMBEDDED 5"INTO CONCRETEW/ SIMPSON SETEPOXY.

EDGE OF SLAB CONDITION MIDDLE OF SLAB CONDITION

NOTES:

- FOLLOW MFR. SPECIFICATIONS FOR INSTALLATION OF ABU AND ANCHORAGE SYSTEM

- PAD FOOTING BELOW SHOULD BE NO MORE THAN ± 8" OFFSET FROM POST LOCATION

12

13

14

15

16

CONCRETE SPALLING

REPLACE CONCRETESPALLING WITH HIGHSTRENGTH CONCRETEMIX, OR EPOXY(f'c=2500 PSI MIN.).

#4 DOWELS EMBEDED4 1/2" INTO EXISTINGCONCRETE @ 6" O.C. (MIN. 2).

FIX FOR MISSING HOLDOWN

MISSINGHOLDOWN

REPLACEWITH

EXT./INT. FTG.

HDU2, PA28

HPA28, HTT5, HPA35STHD10, STHD14

HDU2

5/8" TO

ALT. INT. FTG. W/SIMPSON EPOXY

ASTM-A36ROD Ø

3"x3"x3/8"

A36 PLATEWASHER

ASTMA307-C

1/2"ROD Ø

AA

hef

10" 8"

le

15" 12"5/8"HTT5

3 1/2"x3 1/2"x3/8" 16"1"

HDU11

HDU14 4"x4"x3/8"

HDU11

HDU14

6"MIN.

6"MIN.

19"

HDQ8HDQ87/8"

3 1/4"x3 1/4"x3/8"

2"x2"x1/4"

13"

12"HTT4

2 1/2"x2 1/2"x1/4"

C(MIN.)

HDU8HDU8

HDU4HDU4

HTT4 3/4" TO FTG.

HOLDDOWNSEE DET. B

DETAIL B

RAISE HOLDOWNBOTTOM FROM SILLPLATE.

CONC. EDGEWHERE OCCURS

NEW HOLDOWN,PER TABLE.

SIMPSONCNW 3/4-5/8COUPLER.

NEW HOLDOWN, PER TABLE.

THREADED ROD (THRUBOLT) W/ HEAVY HEXNUT TACK WELDED TOPLATE WASHER. SEESCHEDULE FOR PLATESIZE. ALT. TO TACKWELDING APPLYDOUBLE HEX NUTS TOSECURE PLATEWASHER.

NOTCH CONC. ALONG FTG. LENGTH TO 6"MAX. EA. SIDE OF HOLDOWN/ ROD. DO NOTCUT FTG. HORIZ. REINF. SOLID GROUT,WITHOUT ANY VOID, WITH HIGH STRENGTHNON-SHRINK GROUT W/ f'c=5000 psi MIN. CONT.SPECIAL INSPECTION IS REQUIRED.

THREADED ROD (THRU BOLT) W/ HEAVY HEXNUT TACK WELDED TO PLATE WASHER. SEESCHEDULE FOR PLATE SIZE. ALT. TO TACKWELDING APPLY DOUBLE HEX NUTS TOSECURE PLATE WASHER.

2 1/2" THK. MIN. DRY PACKED NON-SHRINKGROUT ALL AROUND. SURFACE IN CONTACTWITH GROUT SHALL BE CLEANED, FREE OFGREASE AND LAITANCE.

PROVIDE MIN. 3" CONC./NON-SHRINK GROUTCOVER ALL AROUND FOR ALL METAL PARTS.

6" MIN. FOR 1/2"Ø ROD.7" MIN. FOR 3/4"Ø ROD.

SEE GENERAL NOTES UNDER"REINFORCED CONCRETE"FOR ADD'L. REQUIREMENTS

THREADED ROD INSIMPSON EPOXYTO FOOTING PERTABLE.

THREADED ROD (THRU BOLT) W/HEAVY HEX NUT TACK WELDED TOPLATE WASHER. SEE SCHEDULEFOR PLATE SIZE. ALT. TO TACKWELDING APPLY DOUBLE HEXNUTS TO SECURE PLATE WASHER.

NOTCH CONC. ALONG FTG. LENGTH TO 6"MAX. EA. SIDE OF HOLDOWN/ ROD. DO NOTCUT FTG. HORIZ. REINF. SOLID GROUT,WITHOUT ANY VOID, WITH HIGH STRENGTHNON-SHRINK GROUT W/ f'c=5000 psi MIN.CONT. SPECIAL INSPECTION IS REQUIRED.


MULTI-STUDOR POST PERPLAN


_ USE SIMPSON SET-XP EPOXY ADHESIVEANCHORS, ICC-ESR-#2508 and LA RR#25744REFER TO ICC AND MANUFACTURER's SPECS.FOR INSTALLATION PROCEDURES.

_ CONTINUOUS SPECIAL INSPECTION & JOB-SITEQUALITY ASSURANCE ARE REQUIRED PER SECTION4.4 & 4.5 OF ICC-ESR#2508 and LA RR#25744.

- CONCTRACTOR SHALL SPECIFY OVERALL LENGTH OF ANCHOR._ FOR CUTTING THE SLAB & TIE SLAB BACK

SEE DETAIL "FIX FOR CUTS IN SLABS"_ FOR OTHER HOLDOWNS NOT LISTED IN TABLE

&/OR OTHER COND. NOT INCLUDED HERE,CONTACT ENGINEERING FOR SPECIFIC FIX.

NOTES:

NEW HOLDOWN,PER TABLE.

REPLACEMENT ANCHORS FOR EACH MISSING ANCHOR BOLT

SIMPSON TITEN HDSCREW ANCHORS

1-POUR OR 2-POUR W/ DOWEL(ICC ESR#2713, LA RR#25741)

WALL TYPE QUANTITY & SIZE

N.A.

(1) 5/8"Ø

2X4 SILL/3X4 SILL2X6 SILL/3X6 SILL

2X & 3X SILL

EXT.

INT.

1-POUR & 2-POURN.A.

(2) 1/2"Ø

SIMPSON SET-XP-EPOXY ADHESIVEWITH A307 GRADE C ANCHORS

QUANTITY & SIZE1-POUR

QUANTITY & SIZE1-POUR & 2-POUR

1-POUR OR 2-POUR W/ DOWEL(ICC ESR#2508, LA RR#25744)

EMBED.4"

5 1/4"

BOLT SIZE1/2"Ø5/8"Ø

(2) 1/2"Ø

EMBED.

2", 2X4 WALL3 1/2", 2X6 WALL

POST-INSTALLEDANCHOR PER TABLE.SPACING BETWEENANCHORS AND MIN.DISTANCE FROM EXIST.A.B. TO BE 4".

EMBED.

PLATE WASHERPER FOUNDATIONNOTES ON GNSHEETS.

PLATE WASHER PERFOUNDATION NOTESON GN SHEETS.

POST-INSTALLEDANCHOR PER TABLE.SPACING BETWEENANCHORS AND MIN.DISTANCE FROM EXIST.A.B. TO BE 4".

DOWEL PER NOTES OF 1/SD1.

MISSING OR MISSPLACE AB.

_ LOCATE ANCHORS @ 12" MIN. FROM CONCEDGE PERPENDICULAR TO WALL.

_ FOR NON-SHEAR WALL, INSTALL (1) 1/2"Øx4"EMBEDMENT TITEN HD ANCHOR FOR EACHMISSING OR MISPLACED A.B.

_ PERIODIC SPECIAL INSPECTION ISREQUIRED FOR ANCHOR INSTALLATION.

_ IF MIN. SPACING AND EDGE DISTANCE CANNOT BE MET, CONTACT ENGINEERING FORSPECIFIC FIX.

NOTES:

FIX FOR MISSING 3x SILL PLATE

4"

EXIST. 2x MUDSILLUSED IN LIEU OF 3X.

NEW 3x SILL BLOCKINGS"TIGHT FIT" @ EACH BAY FORTHE LENGTH OF SHEAR WALL.

EXISTING A.B.'s PER PLAN.

EXISTING FOUNDATION.

(E) SHEAR WALL EDGE NAILS PERSHEAR WALL SCHEDULE.

(4) 10d NAILS @ 3" O.C. MAX. STAGGEREDON NEW 3x MUDSILL BLOCKINGS.

ON NEW 3x MUDSILL BLOCKINGS.SCREW ANCHORS FOR EVERY(2) ANCHOR BOLTS. PERIODICSPECIAL INSPECTION IS REQUIREDPER ICC ESR 2713.

(4) 1/4"Ø x 3 1/2" SDS SCREWSSTAGGERED ON NEW 3x SILLBLOCKING TO EXIST. 2x SILL PLATE.

MIN.TYP.

SHEAR PANEL PER PLAN.

17

18

19

20

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


M&O Investments

EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

ST1

316'-0"

28'

-0"

ST1

ST1

28'-0"

ST1 ST1

33'

-8"

39'

-7"

3SD1

3SD1

4SD1

4SD1

1SD1

1SD1

2SD1

2SD1

1SD1

5SD1

5SD1

1SD1

1SD1

2SD1

2SD1

P4

P2

P2

P2

1SD1

5SD1

9SD1

9SD1

9SD1

9SD1

9SD1

9SD1

5SD1

TD1

PER ARCH'LSLOPE

PER ARCH'LSLOPE

TD1

4SD1

2SD1

P1P1

TYP.

P1

P1P1

P1

P1

6SD1

TYP.

TD1

TD1

TD1

NOTE FOR SLAB:

CONCRETE SLAB WITH #

REBARS @ 18" O/C EACH WAY.

5"

4

P1

14'-0"

TD1 ST1

14'-0"

ST1 TD1

14'-0"

TD1 TD1

14'

-0" ST1

ST1

14'

-0"

ST1

18'

-0"

ST1

ST1

TD2

P1P1

PAD SCHEDULE

SYMBOLS LEGEND

SDXX

FOUNDATION NOTES1. REFER TO GN & GD SHEETS FOR MORE INFORMATION.

SHEAR PANEL LENGTH AND NUMBER.REFER TO GN FOR PANEL TYPE, MIN. 2-2x4 @ EA. END.

DETAIL NUMBER DETAILSHEET NUMBER

HOLDOWN NUMBER

PAD NUMBER

REBAR

DROP IN SLAB (VERIFY PRIOR TO CONSTRUCTION)

FOOTING

HOLDOWN SCHEDULESIMPSON HOLDOWN NOTESSYM.

REFER TO DETAIL 19/SD1STHD10RJ

STHD14RJ

STHD10

STHD14

HDU8

HDQ8

HDU11

HDU14

HHDQ14

HTT5

HHDQ11

2. FOR SHEAR PANEL TYPES 3, 4 & 5 ON BOTH SIDES OF WALL, USE MIN. 3X6 SILL PLATES U.N.O.

REFER TO DETAIL 19/SD1

3. CONTRACTOR IS RESPONSIBLE FOR VERIFYING HARDY FRAMES MATCH TOP PLATE

HEIGHT & NOTIFY ENGINEER OF RECORD IF DIFFERENT THAN PLANS.

4. TOP OF ALL EXTERIOR FOOTING, GRADE BEAM FOOTING, PAD FOOTING, OR FLAG

POLE FOOTING TO BE MIN. 6" BELOW FINISH GRADE.

5. f'c=3000 psi FOR ALL GRADE BEAMS.

X

X'-X"X

ST1

ST2

ST3

ST4

TD1

TD2

TD3

TD4

TD5

TD6

TD7

6. FOR NON-SHEAR WALLS, MASA/MASAP MUDSILL ANCHORS CAN BE USED IN LIEU OF

ANCHOR BOLTS WITH END DISTANCE OF 4" MIN. PER ESR #2555.

X

USP HOLDOWN

STAD10

STAD14

STAD10RJ

STAD14RJ

PHD8

UPHD8

HTT22

UPHD11

UPHD14

---------

---------

2'-0" SQ. X 18" DEEP PAD W/ (3) #4 E.W.

2'-6" SQ. X 18" DEEP PAD W/ (4) #4 E.W.

3'-0" SQ. X 18" DEEP PAD W/ (4) #4 E.W.

PAD TYPESYM.

3'-6" SQ. X 18" DEEP PAD W/ (5) #4 E.W.

4'-0" SQ. X 18" DEEP PAD W/ (6) #4 E.W.

4'-6" SQ. X 18" DEEP PAD W/ (6) #4 E.W.

5'-0" SQ. X 18" DEEP PAD W/ (7) #5 E.W.

5'-6" SQ. X 18" DEEP PAD W/ (7) #5 E.W.

P1

P2

P3

P4

P5

P6

P7

P8

S-1.1

FOUNDATION PLAN

PLAN 1

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa

M&O Investments

EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

11. ALL WOOD I-JOISTS SHALL BE IN COMPLIANCE WITH THE PROVISIONS OF APA PRI-400,EWS-Z725B (PERFORMANCE RATED I-JOIST STANDARD) OR ASTM D5055. QUALIFIED PRI-400,MANUFACTURED. SUBMIT SHOP DRAWING TO E.O.R. FOR REVIEW AND APPROVAL.

FRAMING NOTES

4. AT DOUBLE SIDED SHEAR WALLS, POST W/E.N. PER PLAN TO RECEIVE E.N. FROM BOTH SIDES.

FRAMING SCHEDULE

POST OR TRIMMER AS NOTED

SYMBOLS LEGEND

KEY NOTES

X

X

8. ALL BEAMS SHOWN ARE DROP (U.N.O.) ON PLANS.

5. WHEN MULTIPLE STUDS ARE USED INSTEAD OF A SINGLE POST, PLYWOOD SHEAR WALL TO BENAILED TO ALL STUDS RECEIVING HOLDOWNS.

10. USE USP " THF " HANGERS FOR CONNECTION OF I-JOISTS TO OTHER FRAMING MEMBERS(U.N.O.) AND " JUS " HANGERS FOR CONNECTION OF SOLID JOISTS.

6. APPLY SHEAR PRIOR TO FRAMING OF PERPENDICULAR WALLS. DO NOT BREAK SHEAR ATPERPENDICULAR WALL LOCATIONS UNLESS SPECIFICALLY DETAILED ON PLANS.

7. ALL VERTICAL PIPES THROUGH PLATES AND/OR SOLID RIM BEAMS MUST BE DRILLED CLEAN CUTW/ 1/16" TOLERANCE. DO NOT NOTCH OR CUT PLATES.

LINE OF 2X FLAT BLOCKING W/ EDGE NAIL. & CONTINUOUS CS16 STRAP OVER U.N.O. SEEPLAN FOR NUMBER OF BAYS.

DRAG STRUT W/E.N.. SEE PLANS/DETAILS FOR LENGTH. SUPPORT END W/ BLK'G

X

BLOCKED FLOOR DIAPHRAGM W/ 10d's @ 4" O.C. B.N., 6" O.C. E.N. & 12" O.C. FIELD.

BLOCKED ROOF DIAPHRAGM W/ 8d's @ 4" O.C. B.N., 6" O.C. E.N. & 12" O.C. FIELD.

PROVIDE SOLID BLOCKING

TRUSS HANGER BY TRUSS SUPPLIER

SHEAR TRUSS W/E.N. TRUSS TO TRANSFER 180 PLF MIN. (U.N.O.)

DRAG TRUSS W/E.N. TRUSS TO TRANSFER 1650# FORCE MIN. (U.N.O.)

CONTINUOUS FULL HT. BLKG. W/E.N. SEE PLANS FOR NUMBER OF BAYS ( U.N.O.)

(1) SIMPSON TS22 FLUSH BEAM TO DROP BEAM ( U.N.O.)

CONTINUOUS TIMBERSTRAND OR SPLICE PER PLAN.

13. USE 2X TRIMMER FOR HEADERS LESS THAN 6'-0" AND 2-2X FOR 6'-0" TO 10'-0" LONG SPAN INBEARING WALLS, U.N.O. ON THE PLAN. REQUIRED TRIMMER MUST BE APPLIED @ EACH END OFHEADER. SEE PLANS FOR HEADERS LARGER THAN 10'-0" LONG.

FLOOR TO FLOOR HOLDOWN PER SCHEDULE BELOW:

X

ALIGN STUD(S) / POST(S) WITH UPPER FLOOR STUD(S) / POST(S) AND PROVIDE SOLIDBLOCKING BETWEEN FLOOR ( PROVIDE E.N. WHEN POST IS LOCATED WITHIN S.W. )

CONTINUOUS LINE OF BLOCKING W/ EDGE NAILUNDER SHEAR WALL ABOVE W/ (1) CS16, U.N.O.

14. INTERIOR NON-BEARING WALLS MAY BE FRAMED WITH 2x STUDS AT 24" O.C., MAX.

DIRECTION OF ROOF MEMBER PER SCHEDULE,REFER TO HATCHED WALLS ON PLANS FOR INTERMEDIATE BR'GDIRECTION OF FLOOR MEMBER PER SCHEDULE,REFER TO HATCHED WALLS ON PLANS FOR INTERMEDIATE BR'G


KEY NOTE NUMBER

BEARING WALL

CALIFORNIA FRAMING

CONTINUOUS JOIST W/ E.N.

12. A 4x6 HEADER SHOULD BE USED AT ALL OPENINGS IN EXTERIOR & INTERIOR BEARING WALLSU.N.O. ON PLANS. ALL 4X4 TO 4X12 SIZES CAN BE SUBSTITUTED WITH A 2-2x TO MATCH THEDEPTH AND THE 2-2X SHALL BE PLACED ON END WITH 1/2" PLYWOOD SHIM BETWEEN. PROVIDE16d NAILS @ 16" O.C., STAGG., BOTH SIDES.

1A / SD-3

PERPLAN APPLY DETAIL

REFERENCE &

1B / SD-3

1C / SD-3

1D / SD-3


REFERENCE &

1E / SD-3


REFERENCE &

- -

- -

14" TJI 230 I-JOISTS @ 16" O.C.

14" TJI 230 I-JOISTS @ 19.2" O.C.

DESIGNED ROOF TRUSSES @ 24" O.C.

14" TJI 360 I-JOISTS @ 16" O.C.

J2

J3

T

J1

2 X 12 DECK JOISTS @ 12" O.C.


2 X 12 ROOF RAFTERS @ 16" O.C.


R2

R1

D1

D2

1F / SD-3

1G / SD-3

BXX

X'-X"X

A

B

C

D

E

F

G

H

JX X

X'-X"X

X

X

1

2

3

4

5

6

7

8

9

10

11

12

13

14

2. REFER TO DETAIL 3/GD FOR TYPICAL CONNECTION AT ALL INTERIOR NON-BEARING WALLS ATROOF LEVEL.

1 3/4" X 14" PSL FLUSH15

4X6

4X6

4X6

4X8

4X6 DR BM

4X6

6X6

4X6TRIM4X6

TRIM

4X4

4X8 4X4

TRIM

4X4TRIM

4X4

8 3/4"X16 1/2" GLB TOP FL BM4X8

4X4

4X8

4X4

TRIM

4X6

TRIM

TRIM

3 1/

2"X1

4" P

SL 2

.0E

FL B

M

4X6

3 1/2" X9 1/4" PSL 2.0E DR BM

4X4

4X4

4X4

5ASD2

5ASD2

6 3/4"X15" GLB TOP FL BM

4X4

4X4

4X4

4X4

2SD1

1SD2

1SD2

7SD3

7SD3

7SD3

3SD4

5ASD2

5ASD2

5BSD2

5BSD2

5BSD2

4X4

TRIM5B

SD2

4SD3

2ASD3

4SD3

7SD3

7SD3

12SD3

12SD3

12SD3

10SD2

12SD3

2SD4

1 3/4" X14" PSL 2.0E FL BM

HGUS

HGUS

2-2X

4W

/E.N

7SD3

12SD2

7SD3

4X8

HGUS

HGUSHGUS

12SD3

4X6

9DSD2

13SD2

3SD3

3SD3

3SD3

4X8 DR BM

4 BAYS

5ASD3

2ASD3

8X83

SD3

TRIM

5ASD2

2SD4

4SD4

4SD4

4SD4

4X6

6X6

6X6

4X64X6

17SD2

4X4

2X4W/E.N.

4X12

HDR

TRIM

5ASD2

1SD2

2SD2

2SD2

316'-0"

28'

-0"

28'-0"

33'

-8"

39'

-7"

14'-0"

14'-0"

14'-0"

4X4

4X4 4X4

14'

-0"

4X6

4X6

14'

-0"

4X6

MIN

6'-0

"RR

W/E

N

14ASD2

18'

-0"

4X4

4X4

4X4

9CSD2

S-1.2

FLOOR FRAMING PLAN

PLAN 1

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa

M&O Investments

EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

ALTERNATE ELEVATION (U.N.O.)BASIC PLAN APPLIES TOALL INFORMATION FROM

4X8

4X6

CONT. 4X6

4X6

4X6

DRAG

GT-

B1 W

/E.N

2-2X4

2-2X6

B

15'-9"

B

4X6

18'

-0"

A

A

13'-9"

A

13'-9"

A

A

2SD2

1SD2

1SD2

7ASD2

7ASD2

1SD2

1SD2

2SD2

16'

-9"

A

A

212'-0"

B B

END TRUSS

12SD2

12SD2

2SD1

MIN

4 B

AYS

16ASD2

MIN

4 B

AYS

16ASD2

6SD2

2SD2

1SD2

1SD2

2SD2

1SD2

11SD2

3SD2

18'

-0"

A

A

18'

-0"

A

A

15SD2

S-1.3

ROOF FRAMING PLAN

PLAN 1

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa

M&O Investments

EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

DW

MC

MC

A/C

1

7'-0"

ST1 ST1

1

4'-0"

ST1

2

6'-8"

TD1

1

3'-8"

ST1

3

5'-6

"

ST2

TD2

3

4'-9

"

TD2

TD2

3

4'-0

"

TD1

TD1

3

2'-9

"

ST2

TD2

1

12

'-0

"

ST1

ST1

2

3'-6"

TD1 TD1

2

3'-0"

TD1

TD1

TD1

2

4'-0"

TD2 TD2

1

8'-0"

TD1 TD1

1

8'-0

"

TD1

TD1

1

7'-1

0"

TD1

TD1

1

ARND

PLY.

3

2'-7

"

TD1

3

3'-1

0"

TD2

TD1

ST1

P1

P1

P1

P1

3

SD1

3

SD1

1

SD1

1

SD1

1

SD1

1

SD1

1

SD1

1

SD1

9

SD1

5

SD1

5

SD1

5

SD1

1

SD1

1

SD1

1

SD1

1

SD1

1

SD1

4

SD1

4

SD1

4

SD1

4

SD1

4

SD1

2

SD1

1

6'-9"

TD1 ST1

1

6'-9"

ST1

7

SD1

PER ARCH'L

SLOPE

PER ARCH'L

SLOPE

PER

ARCH.

PER

ARCH.

TD2

TD1

P1

P1

P3

P2

6

SD1

TYP.

ST2

NOTE FOR SLAB:



5"

4

PAD SCHEDULE

SYMBOLS LEGEND

SDXX




HOLDOWN NUMBER

PAD NUMBER

REBAR


FOOTING



STHD14RJ

STHD10

STHD14

HDU8

HDQ8

HDU11

HDU14

HHDQ14

HTT5

HHDQ11








X

X'-X"X

ST1

ST2

ST3

ST4

TD1

TD2

TD3

TD4

TD5

TD6

TD7



X

USP HOLDOWN

STAD10

STAD14

STAD10RJ

STAD14RJ

PHD8

UPHD8

HTT22

UPHD11

UPHD14

---------

---------

2'-0" SQ. X 18" DEEP PAD W/ (3) #4 E.W.

2'-6" SQ. X 18" DEEP PAD W/ (4) #4 E.W.

3'-0" SQ. X 18" DEEP PAD W/ (4) #4 E.W.

PAD TYPESYM.

3'-6" SQ. X 18" DEEP PAD W/ (5) #4 E.W.

4'-0" SQ. X 18" DEEP PAD W/ (6) #4 E.W.

4'-6" SQ. X 18" DEEP PAD W/ (6) #4 E.W.

5'-0" SQ. X 18" DEEP PAD W/ (7) #5 E.W.

5'-6" SQ. X 18" DEEP PAD W/ (7) #5 E.W.

P1

P2

P3

P4

P5

P6

P7

P8

S-2.1

FOUNDATION PLAN

PLAN 2 - LOT 5

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

DW

REF

1

8'-0

"

ST1

ST1

2

7'-0

"

ST1

ST2

4

4'-4"

TD2 TD4

2

12'-0"

TD1 TD1

1

6'-5"

TD1

2

8'-0

"

TD2

TD2

1

8'-0"

ST1 ST1

4

SD1

4

SD1

3

SD1

3

SD1

4

SD1

2

SD1

1

SD1

1

SD1

1

SD1

1

SDX

4

SD1

PER

ARCH.

P3

P2

P2

3

SD1

S-2.1A

PARTIAL FOUNDATION PLAN

PLAN 2 - LOT 6

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

ALTERNATE ELEVATION (U.N.O.)

BASIC PLAN APPLIES TO

ALL INFORMATION FROM

DW

MC

MC

A/C

6x8 HDR

4x6

4x8

4x6

4x6

4x1

2 H

DR

4x6

4x1

0 D

R B

M

3 1/2"x14" PSL 2.0E FL BM

4x6

4x8

4x6

1 3/4"x14" PSL 2.0E FL BM

4x6

4x8 HDR

4x64x6

GT-B

G

T

-

B

G

T

-

B

2

-

2

x

4

G

T

-

B

G

T

-

B

5 1/4"x14" PSL 2.0E FL BM

8 3/4"x16 1/2" GLB 24F-V4 TOP FL BM

5 1

/4

"x1

4" P

SL

2

.0

E F

L B

M

2

-

2

x

4

3 1/2"x9 1/4" PSL 2.0E DR BM2

-

2

x

4

4

x

4

T

R

I

M

4

x

4

T

R

I

M

3 1

/2

"x1

1 7

/8

" P

SL

2

.0

E H

DR

2

-

2

x

4

T

R

I

M

2

-

2

x

4

T

R

I

M

1

7'-0"

4

x

4

4

x

4

3 1/2"x9 1/4" PSL 2.0E DR BM

1

4'-0"

4

x

4

T

R

I

M

2

6'-8"

4

x

4

4

x

4

4 BAYS

5A

SD3

4A

SD2

4 BAYS

5A

SD3

1

3'-8"

4

x

4

4

x

4

T

R

I

M

3 1/2"x9 1/4" PSL 2.0E DR BM

2

-

2

x

4

T

R

I

M

5A

SD2

5A

SD2

3

5'-6

"

4

x

4

4

x

4

T

R

I

M

3

4'-9

"

4

x

4

3

4'-0

"

4

x

4

4

x

4

3

2'-9

"

4

x

4

4

x

4

2

-

2

x

4

8A

SD2

8A

SD2

1

12

'-0

"

4

x

4

4

x

6

2

3'-6"

4

x

4

2

3'-0"

4

x

4

8A

SD2

8A

SD2

2

-

2

x

4

W

/

E

.

N

.

4

x

4

2

4'-0"

4

x

4

4

x

4

1

8'-0"

4

x

4

4

x

6

MIN 4 BAYS

5A

SD3

MIN 4 BAYS

5A

SD3

1

8'-0

"

4

x

4

4

x

8

MIN 4 BAYS

5A

SD3

12

SD3

1

SD2

1

SD2

1

SD2

7

SD3

7

SD3

7

SD3

1

7'-1

0"

4

x

4

2

x

4

W

/

E

.

N

.

5A

SD2

5A

SD2

4A

SD2

4A

SD2

7

SD3

1

SD2

1

SD2

2A

SD3

7

SD3

HGUS

MIT

1

ARND

PLY.

2-2x6 F.H. STUDS @ 16" O.C.

7

SD3

7

SD3

17

SD2

2A

SD3

2

-

2

x

4

3

SD3

3

SD3

12

SD3

12

SD3

12

SD3

5A

SD2

5A

SD2

14

SD3

14

SD3

14

SD3

3 1

/2

"x9

1

/4

"

PS

L 2

.0

E D

R B

M

2

-

2

x

4

T

R

I

M

2

-

2

x

4

T

R

I

M

5A

SD2

5A

SD2

2

-

2

x

4

T

R

I

M

3

2'-7

"

T

R

I

M

4

x

4

T

R

I

M

4

x

4

1

SD2

3

3'-1

0"

4

x

4

4

x

4

T

R

I

M

5A

SD2

5B

SD2

5A

SD2

5B

SD2

4

x

4

2

-

2

x

4

T

R

I

M

5A

SD2

5A

SD2

3 1

/2

"x1

1 7

/8

" P

SL

2

.0

E H

DR

8

SD3

4

x

8

4

SD3

4

SD3

7

SD3

7

SD3

7

SD3

4x1

0 H

DR

7

SD3

7

SD3

9B

SD2

1

6'-9"

4

x

4

4

x

4

1

6'-9"

4

x

4

4

x

4

CO

NT

.

CONT.

RR W/EN

14A

SD2

4A

SD2

CANT.

6A

SD3

3 BAYS

14

SD3

4

SD4

17

SD2

1 3/4"x14" PSL 2.0E FL BM

3 1/2"x11 1/4" PSL 2.0E DR BM

4

SD3

4

SD3

8A

SD2

8A

SD2

4

x

4

5A

SD2

1

1

1

1

1

4X

6

2A

SD3


FRAMING NOTES


FRAMING SCHEDULE


SYMBOLS LEGEND

KEY NOTES

X

X








X












X






KEY NOTE NUMBER

BEARING WALL

CALIFORNIA FRAMING



1A / SD-3


REFERENCE &

1B / SD-3

1C / SD-3

1D / SD-3


REFERENCE &

1E / SD-3


REFERENCE &

- -

- -

14" TJI 230 I-JOISTS @ 16" O.C.

14" TJI 230 I-JOISTS @ 19.2" O.C.


14" TJI 360 I-JOISTS @ 16" O.C.

J2

J3

T

J1





R2

R1

D1

D2

1F / SD-3

1G / SD-3

BXX

X'-X"X

A

B

C

D

E

F

G

H

JX X

X'-X"X

X

X

1

2

3

4

5

6

7

8

9

10

11

12

13

14


1 3/4" X 14" PSL FLUSH15

S-2.2

FLOOR FRAMING PLAN

PLAN 2 - LOT 5

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

RAG

RAG

FAU INATTIC

6x8 HDR @ HI.

4x6

4x6

4x6

4x6

4x6

4x6 4x6

4x6

4x6

4x6

4x12 HDR

4x6

4x6

4x6

4x6

4x6

4x66x6

GT-B1

GT

-B

2

2

-

2

x

4

G

T

-

B

3

DRAG GT-B4 W/E.N.

DR

AG

G

T-B

5 W

/E

.N

.

2

-

2

x

4

2

-

2

x

4

DRAG GT-B6 W/E.N.

GT

-B

7

DRAG GT-B9 W/E.N.

G

T

-

B

8

2

-

2

x

4

2

-

2

x

6

1

12'-0"

A

A

1

5'-3"

A A

B

2

5'-6

"

A

1

8'-0

"

A

1

5'-6"

A A

2

-

2

x

4

2

-

2

x

4

3-P

OIN

T B

R'G

T

RU

SS

ES

2

-

2

x

4

T

R

I

M

2

-

2

x

4

T

R

I

M

5A

SD2

5A

SD2

2

-

2

x

4

T

R

I

M

2

-

2

x

4

T

R

I

M

5A

SD2

5A

SD2

1

SD2

2

SD2

1

SD2

1

SD2

13

SD2

6

SD2

11

SD2

TYP.

7A

SD2

2

SD2

1

SD2

1

SD2

1

SD2

2

SD2

1

SD2

1

SD2

1

SD2

11

SD2

7A

SD2

7A

SD2

11

SD2

TYP.

2

4'-0"

B

B

2

6'-8"

A B

17

SD2

MIN

6

'-0

"

RR

W

/E

N

14A

SD2

7A

SD2

OF

FS

ET

1

3'-7

"

B

1

3'-1

0"

B

2

-

2

x

4

15

SD2

1

6'-6

"

A

A

7A

SD2

1

4'-0

"

A

A

TYP.

7A

SD2

1

SD2

1

8'-0

"

A

A

2

2'-9

"

A

15

SD2

3 1/2"x9 1/4" PSL 2.0E DR BM

5

SD3

2

SD2

1

SD2

S-2.3

ROOF FRAMING PLAN

PLAN 2 - LOT 5

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

DW

REF

4x12 HDR

G

T

-

B

1

1

G

T

-

B

1

3

4x6

G

T

-

B

1

4

4x6

4x6

1

8'-0

"

4

x

4

4

x

4

8 3

/4

"x1

6 1

/2

" G

LB

2

4F

-V

4 T

OP

F

L B

M

4

x

8

T

R

I

M

3 1/2"x14" PSL 2.0E FL BM

2

-

2

x

4

3 1

/2

"x1

4" P

SL

2

.0

E F

L B

M

2

7'-0

"

4

x

6

4

x

4

4

x

6

2A

SD3

2A

SD3

HGUS

4x6

6 3/4"x15" GLB 24F-V4 TOP FL BM

5 1

/4

"x1

4" P

SL

2

.0

E F

L B

M

HG

US

3 1/2"x14" PSL 2.0E FL BM

HGUS

HGUS

HGUS

2

-

2

x

4

T

R

I

M

2

-

2

x

4

T

R

I

M

5A

SD2

5A

SD2

5B

SD2

5 1/4"x14" PSL 2.0E HDR

1

SD2

4

4'-4"

4

x

4

4

x

6

T

R

I

M

5B

SD2

1

SD2

1

SD2

1

SD2

2

12'-0"

4

x

8

4

SD3

12

SD3

12

SD3

12

SD3

12

SD3

12

SD3

1

6'-5"

4

x

4

4B

SD2

7

SD3

7

SD3

2A

SD3

4

SD3

9B

SD2

2

8'-0

"

4

x

4

4

x

4

4A

SD2

4

x

4

2

x

4

W

/

E

.

N

.

1

8'-0"

4

X

4

4

X

4

7

SD3

7

SD3

2A

SD3

2

SD2

4

SD4

4

SD4

4

SD4

G

T

-

B

G

T

-

B

4x6

4x6

4x6

GT-B

G

T

-

B

G

T

-

B

4x6

DRAG GT-B W/E.N.

G

T

-

B

G

T

-

B

2

-

2

x

42

-

2

x

4

DR

AG

G

T-B

W

/E

.N

.

2

-

2

x

4

2

-

2

x

4

2

-

2

x

4

1

SD2

1

SD2

1

SD2

S-2.4

PARTIAL FRAMING PLAN

PLAN 2 - LOT 6

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151







PWDHS 9'

FOYERHS 9'

KITCHENHS 9'

HALLHS 9'

GREAT ROOM22'9" x 17'7"

CPT 9'

NOOK11'2" x 15'6"

HS 9'

DINING12'1" x 13'10"

HS 19'-4"

OPT COVERED PATIOCONC 9'

PORCHHS 9'

DEN/OPT BR 413'4" x 11'6"

CPT 9' BA 3HS 9'

UP

CLOHS 9'

STAIRCPT VARIES

3-CAR GARAGE18'2" x 31'5"

HS 9'

211

'-10"

ST2

ST1

TD1

15'

-6"

112'-0"

TD1 TD1

28'

-0"

TD1

39'-8"

ST1

17'-5"

ST1

ST1

ST2

4SD1

4SD1

3SD1

3SD1

4SD1

4SD1

9SD1

9SD1

9SD1

5SD1

5SD1

5SD1

5SD1

2SD1

9SD1

9SD1

9SD1

9SD1

5SD1

P2 P3

6SD1

1ARNDPLY.

1ARNDPLY.

1ARNDPLY.

35'-8"

TD1

TD1

32'

-2"

DBL

23'

-2"

TD1

ST1

ST1

TD1

TD1

14'

-0"

ST1

ST1

14'-0"

ST1 ST1

12'-11"

TD1 TD1

15'-5"

TD1

TD1

24'

-10"

TD1

TD1

216

'-0"

TD1

TD1

P1P1

TD1

P2 P2P2

P1P1

1SD1

@OPT.

TD1

2SD1

1SD1

PER ARCH'LSLOPE

PER ARCH'LSLOPE

PERARCH.

PERARCH.

1SD1

1SD1

2SD1

1SD1

2SD1

1SD1

TD1

TD1

TD1

TD1

TD1

2SD1

1SD1

TD1

7SD1

P2 P1

P3

32'

-2"

DBL

14'-3"

TD1

NOTE FOR SLAB:



5"

4

TD1 TD2

P1

P3

22'

-9"

P3

14'-3"

1AR

ND

PLY.

1ARNDPLY.

PAD SCHEDULE

SYMBOLS LEGEND

SDXX




HOLDOWN NUMBER

PAD NUMBER

REBAR


FOOTING



STHD14RJ

STHD10

STHD14

HDU8

HDQ8

HDU11

HDU14

HHDQ14

HTT5

HHDQ11








X

X'-X"X

ST1

ST2

ST3

ST4

TD1

TD2

TD3

TD4

TD5

TD6

TD7



X

USP HOLDOWN

STAD10

STAD14

STAD10RJ

STAD14RJ

PHD8

UPHD8

HTT22

UPHD11

UPHD14

---------

---------

2'-0" SQ. X 18" DEEP PAD W/ (3) #4 E.W.

2'-6" SQ. X 18" DEEP PAD W/ (4) #4 E.W.

3'-0" SQ. X 18" DEEP PAD W/ (4) #4 E.W.

PAD TYPESYM.

3'-6" SQ. X 18" DEEP PAD W/ (5) #4 E.W.

4'-0" SQ. X 18" DEEP PAD W/ (6) #4 E.W.

4'-6" SQ. X 18" DEEP PAD W/ (6) #4 E.W.

5'-0" SQ. X 18" DEEP PAD W/ (7) #5 E.W.

5'-6" SQ. X 18" DEEP PAD W/ (7) #5 E.W.

P1

P2

P3

P4

P5

P6

P7

P8

REF

PWDHS 9'

FOYERHS 9'

HALLHS 9'


HS 9'

DINING12'1" x 13'10"

HS VLT

PANTRY

PORCHHS 9'

CLO

DEN/OPT BR 413'4" x 11'6"

CPT 9'BA 3

HS 9'

M/O

BUTLERS/WINE

UP

P2

S-3.1

FOUNDATION PLAN

PLAN 3

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151


PWDHS 9'

FOYERHS 9'

KITCHENHS 9'

HALLHS 9'


CPT 9'

NOOK11'2" x 15'6"

HS 9'

DINING12'1" x 13'10"

HS 19'-4"

OPT COVERED PATIOCONC 9'

PORCHHS 9'

DEN/OPT BR 413'4" x 11'6"

CPT 9' BA 3HS 9'

UP

CLOHS 9'

STAIRCPT VARIES


HS 9'

4X10

HDR

4X10

HDR

4x8 4X6

4X8

4X12 HDR 4X6

4X6

4X6

4X6

4X6

4X10 HDR 4X10 HDR

4X6

4X6 4X64X10 HDR

4X8

HDR

6X6

6X8

6X6

CONT. 3 1/2"X14" PSL 2.0E FL BM

4X8 HDR

4X10 HDR 4X12 HDR

4X6

3 1/2"X9 1/4" PSL 2.0E HDR CONT. 5 1/4"X11 7/8" PSL DROP 2.0E

3 1/

2"X1

4" P

SL 2

.0E

FL B

M

8 3/4"X16 1/2" GLB 24F-V4 TOP FL BM

3 1/2"X14" PSL 2.0E FL BM

3 1/2"X14"PSL 2.0E FL BM

6X6

211

'-10"

2-2X4

W/E.N.

4X6

15'

-6"

112'-0"

4X4

4X4

28'

-0"

22'

-9"

39'-8"

4X6

2-2X4

W/E.N.

6SD2

17'-5" 4X

4

4X6

7SD3

7SD3

7SD3

7SD3

7SD3

12SD3

1SD2

2SD2

7SD3

7SD3

1SD2

12SD3

14SD3

12SD3

2-2X

4W

/E.N

.

10SD3

10SD3

4X4TRIM

4X82B

SD3

2-2X

42-2X4

4X8

2ASD3

2-2X

4TR

IM

2-2X4

TRIM2-2X

4TR

IM

CONT.

1 3/

4"X1

4" P

SL 2

.0E

FL B

M

1 3/

4"X1

4" P

SL 2

.0E

FL B

M

2-2X6TRIM

4X6

TRIM

5BSD2

1ARNDPLY.

1ARNDPLY.

1ARNDPLY.

3 1/2"X9 1/4" PSL 2.0E DR

2-2X

4TR

IM

5ASD2 2-2X4

TRIM

5ASD2

3 1/2"X9 1/4" PSL 2.0E DR

2-2X4

TRIM

5ASD2

2-2X

4TR

IM

5ASD2

1HDRABV

1HDRABV

7SD3

35'-8"

4X4 4X4

TRIM

4X4

TRIM

W/E.N.

2-2X4

TRIM

4X4

2-2X4TRIM

4X10

HDR

5ASD2

5ASD2

2-2X4TRIM

2-2X4TRIM

5ASD2

5ASD2

5ASD2

5ASD2

4X4

2-2X4

TRIM

TRIM

5ASD2

5ASD2

2-2X4TRIM

2-2X4

TRIM

5ASD21

5ASD21

4X6TRIM

4X6

TRIM

CON

T. 6

x10

HDR

32'

-2"

DBL

TRIM

2SD2

1SD2

1SD2

2SD2

2-2X

4

4X6

6X6

10SD2

4X6

4X64X6

23'

-2"

4X4

4X4

9SD3

4 BAYS

5ASD3

4ASD2

8ASD24X4

4X4

4X4

4ASD2

2X6W/E.N.2X6W/E.N.

4X6

7SD3

4X6

2ASD3

2-2X

4

3SD3

2-2X4 3SD3

12SD21

4'-0

"

4X4

4X4

14'-0"4X

4

4X4

4SD3

2ASD3

4X6

TRIM

HGUS

HGUS

MIT.

MIT.

MIT. HGUS

12'-11"4X

4

4X41

5'-5"4X4

4X4

TRIM

TRIM

5ASD2

5ASD2

24'

-10"

4X4

4X4

3SD2

216

'-0"

4X4

4X4

7SD3

2-2X6

TRIM

2SD2

1SD2

3 1/2"X14" PSL FL BM

3 1/

2"X1

4" P

SL F

L BM

4X4

7ASD2

MIN 4 BAYS

5ASD3

5ASD2

5ASD21

5ASD21 5A

SD21

2-2X4

TRIM

5ASD2

TRIM

5ASD2

32'

-2"

DBL

MIN 4 BAYS

16ASD2

3 BAYS

5ASD3

2-2X4

CMST12 AT CORNER

14'-3" 4X

6

2-2x6 F.H. STUDS @ 16" O.C.

8SD3

4SD4

4SD4

CMST12 AT CORNER

CMST12 AT CORNER

4ASD2

8ASD2

8ASD2

5BSD2

14'-3"

6X6

4X4

1AR

ND

PLY.

1ARNDPLY.

6X6TRIM

5BSD2

6X6TRIM

5BSD2


FRAMING NOTES


FRAMING SCHEDULE


SYMBOLS LEGEND

KEY NOTES

X

X








X












X






KEY NOTE NUMBER

BEARING WALL

CALIFORNIA FRAMING



1A / SD-3


REFERENCE &

1B / SD-3

1C / SD-3

1D / SD-3


REFERENCE &

1E / SD-3


REFERENCE &

- -

- -

14" TJI 230 I-JOISTS @ 16" O.C.

14" TJI 230 I-JOISTS @ 19.2" O.C.


14" TJI 360 I-JOISTS @ 16" O.C.

J2

J3

T

J1





R2

R1

D1

D2

1F / SD-3

1G / SD-3

BXX

X'-X"X

A

B

C

D

E

F

G

H

JX X

X'-X"X

X

X

1

2

3

4

5

6

7

8

9

10

11

12

13

14


1 3/4" X 14" PSL FLUSH15

S-3.2

FLOOR FRAMING PLAN

PLAN 3 - LOT 4

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

M BAHS 9'

WICCPT 9'

LAUHS 9'

BA 2HS 9'

WICCPT 9'

WICCPT 9'

OPT COVERED BALCONYDEX-O-TEX

GALLERYCPT 9'

HALLCPT 9'

OPENTO

BELOW

STAIRCPT VARIES

HALLCPT 9'

4X6

4X6

6X6

6X6

6X6

4X6

4X6

4X64X64X64X6

GT-B1

GT-B2 GT-B3

DRAG GT-B4 W/E.N.

6SD2

3 1/2"X9 1/4" PSL 2.0E HDR

17'

-6"

B

B

15'-9"

A A

18'-0"

A A

14'-5"

A

111

'-6"

B

B

28'-0"

B B

END TRUSS

1SD2

3SD2

2-2X6

7ASD2

MIN 4 BAYS

16ASD2

1SD2 1

SD2

1SD2

1SD2

2SD2

12SD2

12SD2

4X6

11SD2

2-2X

4TR

IM

2-2X

4TR

IM

2-2X4TRIM2-2X4

TRIM

2-2X4TRIM

5ASD2

2-2X4

TRIM

5ASD2

5ASD2

2-2X4

TRIM

2-2X

4TR

IM

5ASD2

13SD2

MIN

6'-0

"RR

W/E

N

14ASD2

25'-6"

A B5A

SD2

4X8 HDR 4X8 HDR

14'

-0"

B

B

14'

-0"

A

A

14'

-0"

A

A

3 1/

2"X9

1/4

" PSL

2.0

E DR

2-2X

4TR

IM

2-2X4

TRIM

1SD2

3 1/

2"X9

1/4

" PSL

2.0

E DR

1SD2

17SD2

2SD2

MIN

6'-0

"RR

W/E

N

14ASD2

1ARNDPLY.

1ARNDPLY.

1HDRABV

1HDRABV

5ASD2

15'

-1"

B

B

14'-5"

A

3-2X6

TRIM

8SD3

S-3.3

ROOF FRAMING PLAN

PLAN 3 - LOT 4

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

M BAHS 9'

WICCPT 9'

LAUHS 9'

BA 2HS 9'

WICCPT 9'

WICCPT 9'

GALLERYCPT 9'

HALLCPT 9'

OPENTO

BELOW

STAIRCPT VARIES

DINING(OPEN TO BELOW)

HALLCPT 9'

AA

6X6

END TRUSS

4X6

4X6

4X6 4X6

2SD2

15'-5"

A

15'-5"

A8

SD3

14'

-0"

B

B

REF

PWDHS 9'

FOYERHS 9'

KITCHENHS 9'

HALLHS 9'


HS 9'


CPT 9'

NOOK11'2" x 15'6"

HS 9'

DINING12'1" x 13'10"

HS VLT

PANTRY

PORCHHS 9'

CLO

HWH

DEN/OPT BR 413'4" x 11'6"

CPT 9'BA 3

HS 9'

M/O

BUTLERS/WINE

UP

SINK W/ GD

DW

5 BU

RNER

STO

VEW

/HO

OD

36" C

OO

KTO

P

6'-0" x 5'-6"ISLAND

4X6

2-2X

4

4X61

SD2

TYP. 1SD2

1SD2

S-3.4

PARTIAL FRAMING PLAN

PLAN 3 - LOT 3

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151



1TYPICAL EXTERIOR FOOTING

FOOTING DIMENSIONS# OF

STORIESW

WIDTHD

DEPTHD1

DEPTH12 15" 18" 8"

12"24"18"3 & 4

SEE GENERAL NOTESUNDER "REINFORCED

CONCRETE" FORADD'L. REQUIREMENTS

3"@ VENEER MATCHITS THICKNESS & NOTTO BE LESS THAN 3"

ALT.

7" EMBEDMENT. (FOR DUALPOUR, THE 7" EMBEDMENTINTO THE 1st. POUR STARTSFROM THE COLD JOINT)

PLYWOODPER PLAN

EXTERIOR FINISHw/ G.I. BASE SCREED.SEE ARCHITECTURAL

NOTES:- VAPOR BARRIER TO HAVE MIN. 6" LAP AT ALL SEAMS PER MANUF. (U.N.O.).- VERIFY ALL INFORMATION PER UPDATED SOILS REPORT.- "D" IS EMBEDMENT DEPTH BELOW LOWEST ADJACENT GRADE.

* SAND OVER VISQUEEN CAN BE ELIMINATED UPON VERIFICATION w/ SOILS ENGINEER, & USE OF w/ C RATIO OF .45 WHEN CONC. CAN BE ASSURED TO BE CURED PROPERLY.SEE SOILS REPORT RECOMMENDATIONFOR SAND OVER AND BELOW MOISTUREBARRIER.

MASA/ MASAPINSTALLATION

NOTES FOR DUAL POUR:- (FOR DUAL POUR DEFINITION, SEE NOTE 14 UNDER FOUNDATION NOTES ON GN).- USE #4 DOWELS @ 18" o.c. EMBED MIN. 12" ON FIRST POUR. DOWELS ARE REQUIRED AT ANY OF THE FOLLOWING CONDITIONS: 1. SOILS WITH 20 < E.I.< 50 & OR COMPRESSIVE SOILS w/ DIFF. SETTLEMENT OF 1" MAX. IN 40'-0". 2. USING MASA/ MASAP IN LIEU OF ANCHOR BOLTS. 3. ANCHOR BOLT EMBEDMENT LESS THAN 7" INTO 1st POUR.

18"

2x P.T.D.F. SILL (USE 3xWHERE INDICATED ONPLANS) w/ 5/8" DIA. ANCHORBOLTS OR MASA/ MASAP.SEE FOUNDATION PLAN &NOTES UNDER "FOUNDATION"ON GN SHEET(S) FOROTHER REQUIREMENTS

INTERIORFINISH2x STUDS@ 16 "o.c.

CONC. SLAB PER PLANSLAB. USE 6x6-10x10WWM AS AN ALTERNATIVE(U.N.O.) PER SOILS REPORT

2" SAND OVERMIN. 10 MIL VAPOR BARRIEROVER 4" OF COARSE GRAVELOR AS RECOMMENDED BYSOILS ENGINEER. SEE ALSOTHEIR RECOMMENDATIONS.*

TOP OFNATURAL GRADEOR COMPACT FILL

(2) #4 REBAR CONT.T & B (U.N.O.)

W

N/A N/A N/A

15" MIN. @ 15" MIN.

8" MIN.

INTERIOR BEARING FOOTING

NOTES:1. SEE DETAIL #1 FOR LEGEND & INFORMATION NOT SHOWN.2. IN LIEU OF ANCHOR BOLTS USE SHOT PINS AS PER GENERAL NOTES FOR NON- SHEAR WALLS.

PARTY WALL W/RAISED CURBPARTY WALL

W

ADD #4 HORIZON.@12"o.c.

SEE NOTE FOR DUALPOUR ON DETAIL #1.

2x P.T.D.F. SILLw/ 5/8"ø ANCHOR BOLTSOR MASA/MASAP.

INTERIOR FINISH.

2X STUDS@ 16 " O.C.

#4 VERT. @18"o.c. WHEN"H" EXCEEDS 8".

SEE NOTE FOR DUALPOUR ON DETAIL #1.

CONC. SLABPER PLAN

SEE DETAIL 1 FORSLAB UNDER LAYER

2x P.T.D.F. SILLw/ 5/8"ø ANCHOR BOLTSOR MASA/MASAP.

CONC. SLABPER PLAN

2

EXT. BEARING GARAGE CURB

3"8"@ VENEER MATCHITS THICKNESS & NOTTO BE LESS THAN 3"

W

ISOLATED SLAB FROMSTEM WALL (USE 1/2"FIBERBOARD MATERIAL)


EXTERIOR FINISHw/ G.I. BASE SCREED.SEE ARCHITECTURAL

2x P.T.D.F. SILL (USE 3xWHERE INDICATED ONPLANS) w/ 5/8" DIA. ANCHORBOLTS OR MASA/ MASAP.SEE FOUNDATION PLAN &NOTES UNDER "FOUNDATION"ON GN SHEET(S) FOROTHER REQUIREMENTS

2x STUDS@ 16 "o.c.

REBARPER DETAIL 1

NOTE:SEE DETAIL #1 FOR LEGEND& INFORMATION NOT SHOWN.

CONC. SLABPER PLAN

3

HOUSE TO GARAGE/APRON

SEE DETAIL #3

CONC. CURBBEYOND

DRIVEWAYSLAB

WREBARPER DETAIL 1

W


4"

SEE DETAIL #3

CONC. SLAB PER PALN.USE 6x6-10x10WWM AS AN ALTERNATIVE(U.N.O.) PER SOILS REPORT

2x STUDS@ 16 "o.c.INTERIORFINISH

2x P.T.D.F. SILL (USE3x WHERE INDICATEDON PLANS) w/ 5/8" DIA.ANCHOR BOLTS ORMASA/ MASAP. SEEFOUNDATION PLAN& NOTES UNDER"FOUNDATION" ONGN SHEET(S) FOROTHER REQUIREMENTS

REBARPER DETAIL 1


CONC. SLAB PER PLAN.

SEE DETAIL 1 FORSLAB UNDER LAYER

4

HOUSE TO PORCH


W

6"MIN.

FINISHGRADE

SLOPED PPRCHSLAB TO DRAIN

PORCH SLABSLOPE TO DRAIN

FACE OF STUDS

SEE DETAIL #3

#3x24" DOWELS@ 24"o.c.

CONC. SLAB PER PALN.USE 6x6-10x10WWM AS AN ALTERNATIVE(U.N.O.) PER SOILS REPORT

ISOLATED PAD FOOTING

NOTES: 1. SEE DETAIL #1 FOR LEGEND AND INFORMATION NOT SHOWN 2. 4x4 POSTS CAN BE REPLACED WITH 2-2x4 AS LONG AS NAILS ARE MAINTAINED WITH MIN. EDGE DISTANCE AS REQUIRED BY THE MANF. SPEC. & S.W. EDGE NAILS STAGG ON BOTH STUDS.

INTERIOR EXTERIOR

SEE PLANS 24" SQ. MIN.

FACE OF STUD

CENTERLINE OF POSTAND PAD FOOTINGCONC. SLAB PER PLAN.

PAD REINFORCEMENT,SEE PLANS

PAD REINFORCEMENT,SEE PLANS

CENTERLINE OF POSTAND PAD FOOTING

POST IN WALL OR USECOLUMN BASE, SEE PLAN

5

6

EQ EQ

STEP AT CONCRETE SLAB

6"6"6" 6"

NOTES:- SEE DETAIL #1 FOR LEGEND AND INFORMATION NOT SHOWN.- BEND REBARS IF REQUIRED & LAP MIN. 48 BAR DIAMETERS.

#4 @ 24" O.C.

18"

6"CONC. SLAB PER PLAN.

LOCATE #4 BAR

#4 HORIZ.@ 24" O.C.

12

7

RAISED CURB

1'-10" MIN.

NOTE: 1. 4x4 POSTS CAN BE REPLACED WITH 2-2x4 AS LONG AS NAILS ARE MAINTAINED WITH MIN. EDGE DISTANCE AS REQUIRED BY THE MANF. SPEC. & S.W. EDGE NAILS STAGG ON BOTH STUDS.

TOP OF SLAB AT GARAGE

TYPICAL CONT. #4 TOPAND BOTTOM (U.N.O.)ADD #4 BAR BENT DOWN

INTO FOOTING AT CURB

3" CLEARANCE. TYPICAL

POST PER PLAN

ANCHOR BOLT. SEE PLANSFOR SIZE AND SPACING

SILL PLATE

8

TIE BEAM

REFER TOARCH. 6"MIN.

EQ

12" MIN.

3"CLR.

TYP. STEMWALL FT'G.

TIE BEAM

EQ

12 MIN.

3"CLR.

FINISH GRADE

(2)#4 T & B w/ 2'-0" MIN.LAP & EMBEDMENT INADJACENT SLAB & FTG.

(2)#4 T & B w/ 2'-0" MIN.LAP & EMBEDMENT INADJACENT SLAB & FTG.

PROVIDE #4 VERT.@ 18" O.C. ONLY IF "D"EXCEEDS 18" TALL.

NOTES: - SEE DETAIL #1 FOR LEGEND AND INFORMATION NOT SHOWN.

(1)#4 T CONT.

TYPICAL CONTROL JOINT

NOTE: PROVIDE CONTROL JOINT AT 10'-0" EACH WAY (U.N.O.) SEE DETAIL #1 FOR LEGEND & INFORMATION NOT SHOWN PROVIDE SAW CUT WITHIN 24 HOURS OF POUR

SAW CUT HAND TOOL JOINT

1/8" MAX.RADIUS1/8" MAX.

CONC. SLAB PER PLAN

9

10

NON-BEARING INTERIOR WALL

SEE FOUNDATIONNOTE 2 ON SHEET GN

NOTE: SEE DETAIL #1 FOR LEGEND & INFORMATION NOT SHOWN

4" CONC. SLAB w/ #3 BARS@ 18"o.c. E/ W @ MID HT.OF SLAB. USE 6x6-10x10WWM AS AN ALTERNATIVE(U.N.O.) PER SOILS REPORT

11

PIPE COLUMN

3"ø CONCRETE FILLEDPIPE BUMPER GUARD

8"2" 2"

FOOTING CONNECTING

JOINT AS REQUIRED

4" CONC. SLAB w/ #3 BARS@ 18"o.c. E/ W @ MID HT.OF SLAB. USE 6x6-10x10

WWM AS AN ALTERNATIVE(U.N.O.) PER SOILS REPORT

12

BUILT-UP SLAB

ROUGHEN SLAB CONTACTSURFACES TO RECEIVECAST-ON SLAB 2ND POUR

#4 @ 16"o.c.EA. WAY

4" THICK MIN. BUILT-UPSLAB OVER COMPACTEDMOISTENED SAND BASE

SAND BASE MAY BEREPLACED W/SOLIDCONC. AT CONTRACTOR'SOPTION

A.B.,HD.B.&STRAPSLONG ENOUGH FORMIN. EMBEB. INTOFIRST POUR OFSLAB OR FOOTINGS

NOTES: 1. WHEN POST LOAD BEARS @ CAST-ON SLAB, THICKEN CONCRETE MIN. 24"SQ. ALL THE WAY TO LOWER SLAB. 2. SEE DETAIL #1 FOR LEGEND & INFORMATION NOT SHOWN.

13

3"BATTER

SEE PLANS

COLUMN BASE

MULTI-STUD ORPOST PER PLAN

(2)#4 E.W.PER PLAN

PLATE & ANCHORBOLTS WHEREOCCURS

PAD FOOTINGPER PLAN

TOP OF CONCRETE SLABWHERE OCCURS

SIMPSON COLUMNBASE CB/LCB/CBSQPER PLAN

#3 MIN. "V" BARBENT 12" 12"THRU STIRRUPOF COLUMN BASE

MULTI-STUD ORPOST PER PLAN

SIMPSON COLUMNBASE CB/LCB/CBSQPER PLAN

3"CLR.

#3 MIN. "V" BAR BENT12" 12" THRU STIRRUPOF COLUMN BASE

PONY WALL

ENLARGEDPLAN VIEW

2x4 P.T.D.F. PLATE(NOTCH AROUNDSTEEL ANGLE)

SHOVEL FOOTING12" CONCRETEEMBEDMENT

3x3x1/4x2'-6"LONG STEELANGLE

3x3x1/4x2'-6"LONG STEELANGLE

2x4 P.T.D.F.MEMBER

14

15

UP TO 1" IN 40'

SD-1

STRUCTURAL FOUNDATION

DETAILS FOR VERY LOW

&LOW EXPNASIVE SOILS

WITH E.I. < 50 &

COMPRESSIVE SOIL

H.M. A.D.

16

17

18

POST TO FOOTING AT DECK

SEE PLAN

EXTEND L5x5x1/2INTO CONC.FOOTINGAS SHOWN

PROVIDE STE210WATERPROOFMEMBRANEBETWEEN POSTBASE AND TOPOF CONC. FOOTING

5"

SEE PLAN

DETAIL "A"DETAIL "B"

C.L.

6x6 POST(U.N.O.)

MULTI -STUD ORPOST PER PLAN

SIMPSON CB

5/8"ø M.B. WITH2 1/2x2 1/2x1/4"WASHER

L 5x5x1/2 BOTTOMOF POST

A-A

NOTES: 1. AS AN ALT. TO L5x5x1/2 ANGLE, EMBED 6x6 P.T.D.F. CONFORMING TO AWPA STANDARD UI & M4 INTO FOOTING MIN. 24". PROVIDE ADEQUATE WATER PROOFING. 2. WHEN DECK IS ADDED AFTER CONSTRUCTION OR DECK SYSTEM IS NOT DRAGGED INTO THE BUILDING, USE DETAIL"B". 3. WHEN DECK SYSTEM IS DRAGGED INTO THE BUILDING PER DETAIL 4/SD2 OR DETAIL 14/SD2, USE DETAIL "A".

STEPPED FOOTING

1 1/2"

48 db24" MIN.

1.5 "S"

FT'G. REIN'F.PER DETAIL

NOTES: 1. "S" SHOULD BE MAX 18". 2. "D" IS OVERALL DEPTH OF FTG. 3. BEND REBARS IF REQUIRED & LAP MIN. 48 BAR DIAMETER. 4. REINFORCEMENT TO MATCH FOUNDATION DETAILS.

TYPICAL TRENCH @ FOOTINGS

NOTE: - CONTRACTOR IS RESPONSIBLE FOR PROPER SHORING WHEN REQUIRED.

TRENCH PARALLELTO FOOTINGS

ADD (2)#4x4' LONGCENTER @ PENETRATION

TRENCH PERPENDICULAR TO FOOTING

COMPACTEDFILL

1

2

18"

10'-0" MIN.

12

CREATE PIPESLEEVE 2" LARGERTHAN PIPE

FINISH GRADE

BOTTOM OF TRENCHEXCV. NOT TO EXTENDBELOW THIS LINE

BACKFILL TRENCHEXCV. PER SOILSREPORT

SEE

SHEE

T SD

-1A

FOR

DETA

ILS 19

THR

OUGH

21 S

D-1

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


M&O Investments

EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

CAST-IN-PLACE FOUNDATION HOLDOWNS (THIN-SLAB CONDITION) - MONOLITHIC (1-POUR)

NOTES: 1. BOLTS SHALL BE TIED IN PLACE PRIOR TO FOUNDATION POUR, U.N.O. 2. COMPLY WITH THE MANUF. MOST CURRENT LITERATURE,SPECIFICATIONS, AND ICC-ESR/LARR REPORT 3. POST TENSION CABLE MAY NOT BE COUNTER AS REQUIRED HOLDOWN REBAR 4. EXISTING FOOTING REBAR(S) MAY BE COUNTED AS REQUIRED HOLDOWN RABAR(S) 5. CONCRETE COMPRESSIVE STRENGTH MUST NOT BE LESS THAN 2.500 psi 6. HOLDOWNS MAY BE RAISED OFF MUD-SILL TO ACCOMMODATE AN ANCHOR MISLOCATED NO MORE THAN 1 1

2".HOLDOWN SHALL BE RAISED OFF SILL AT LEAST 3" FOR EVERY 1/4" THAT ANCHOR IS OFFSET FROM MODEL'S CENTERLINE (MAX.18").BOLT SLOPE SHALL BE NO GREATER THAN 1:12 (5%).REFER TO MANUF.SPECS. 7. LOADS ARE BASED ON :DOUG- FIR(DF),CRACKED CONCETE,SDC D & e 6" CURB, 12" (BELOW GRADE) x 13 1

2" (WIDE) MONOLITHIC(1-POUR) FTG. 8. FOR ALL INFORMATION NOT SHOWN,REFER TO DETAIL 1/SD1 OR 1/PT1 9. de IS MEASURE TO TOP OF WASHER PLATE PER MANUF.SPECIFICATIONS. 10. CACULATED TOTAL BAR LENGTH IS THE RESPONSIBILITY OF THE CONTRACTOR WHO MUST TAKE INTO CONSIDERATION ALL ASPECTS OF THE PLANS AND HIS CONSTRUCTION TECNIQUES. 11. LARGER DIMENSION AND/OR THICKNESS WASHERS MAY BE USED BASED UPON COST OR AVALABILITY MUTIPLE WASHERS MAY BE USED TO ACCOMPLISH TOTAL REQUIRED THICKNESS 12. STANDARD CUT WASHERS IS REQUIRED UNDER ANCHOR NUT AND BETWEEN NUTS AND WOOD.

INTERIOR CONDITIONEXTERIOR CONDITION

STHD PER PLANAPPLY ON SHEATHING

(WHERE OCCURS)

ALIGN CENTER OFA.B. WITH CENTER OF

WALL (MIN 1-3/4") AND CENTER OFCONCRETE PAD

SEE HOLDOWNMANUF.SPECS.FOR REQUIREDBOLT STANDOFF

FT"G BARSPER CHART

ANCHOR BOLT ASSEMBLYPER FIGURE BELOW

EQ.EQ.

SQUARE PAD(SIZE PER CHART BELOW)

EQ.EQ.

SQUARE PAD(SIZE PER CHART BELOW)

SIMPSONHOLDOWN

TYPE

HDU2 5/8" 1.5"x1.5"x1/4"

ALL-THREAD ROD ANCHOR BOLTASTM F1554 GR.36,Fy= 36 ksi,Fu= 58 ksi

RODDIAMETER

PLATE WASHERF436

RODEMBEDMENT

de

SQUAREPAD SIZE

ALT. SIMPSONPRE-ASSEMBLED

BOLT

FOOTING BARS

MINBARS

BARS LENGTHPAST EA.SIDEOF ROD/BOLT

7" 19" PAB5 (1) - T&B 2'-0"

HTT4 5/8" 1.5"x1.5"x1/4" 7" 19" PAB5 (2) #4-T&B 2'-0"

HTT5 5/8" 1.5"x1.5"x1/4" 7" 19" PAB5 2'-0"

HDU8 7/8" 2.25"x2.25"x3/8" 11" 31" PAB7 3'-0"

HDQ8 7/8" 11" 31" PAB7 3'-0"

HDU11 1" 13" 36" PAB8 3'-0"

HDU14 1" 13" 36" PAB8 3'-0"

HD19 1-1/4" 3.0"x3.0"x1/2" 16" 48" PAB10 4'-0"

2.25"x2.25"x3/8"

2.5"x2.5"x3/8"

2.5"x2.5"x3/8"

(3) #4-T&B

(2) #5-T&B

(3) #5-T&B

MAX. ALLOWABLESPALL = 1"

GRADE OR FIN. SURFACE

TOTAL (1)- #4 BARL=28" PAST EACHSIDE OF STRAP.

4- 3/4" to 5- 1 4"

GAR. SLABF.F.

F.F.F.F.

ALTERNATE CURB CONDITION

SIMPSONPRODUCT

TYPE

STHD10 ESR- 2920

PRODUCT RESEARCH REPORT

ICC-SEREPORT

LARRREPORT

LAPMOREPORT

STHD14

HTT

HDU

HDQ

HD

ESR- 2920

N/A

ESR- 2330

ESR- 2330

N/A

N/A

N/A

RR - 25818

RR - 25720

RR - 25720

RR - 25828

N/A

N/A

N/A

N/A

ER- 130

ER- 143

ALT. EXTERIORCURB CONDITIONREFER TO EXT. CON. FORALL INFO. NOT SHOW

ALT. INTERIORCURB CONDITIONREFER TO INT. CON. FORALL INFO. NOT SHOW

STHD STRAP2,7,8

REFER TO STANDARD COND.ALL INFO. NOT SHOW

ALL-THREAD ROD

GRADE OR FIN. SURFACE

(2) #4-T&B

(2) #4-T&B

(2) #5-T&B

1,7 52,6

ANCHOR RODF1554, Gr. 36

HEX NUTA563

PLATE WASHER F436

HEX NUTA563

ACHOR BOLTASSEMBLY

3,4

4

11 9

8

UP TO 1" IN 40'

SD-1A

STRUCTURAL FOUNDATION

DETAILS FOR VERY LOW

&LOW EXPNASIVE SOILS

WITH E.I. < 50 &

COMPRESSIVE SOIL

X X

20

24" LAP MIN.

24" LAP MIN.

24" LAP MIN.

REINFORCEMENT DETAIL

21

BEND

R= 5(d) FOR #14 THRU #18

LAP SPLICE

STIRRUP

TIE OR HOOK

MADE COLD- ALL BENDS SHALL BE STIRRUP ALT. 135° BENDS

- PUT CROSSTIE W/ EACH

D= 4(d) FOR #3 THRU #5D= 6(d) FOR #6 THRU #8NOTES:

CROSSTIE

MEMBER BELOW, EXCLUDE CONCRETE IS CAST IN THE THAN 12 INCHES OF FRESH BARS SO PLACED THAT MORE FOR TOP BARS (HORIZONTAL * INCREASE LENGTH BY 30%

WIRE TIE END

WALLS)

48(d) MASONRY (U.N.O.)48(d) * IN CONCRETE

90° BEND

8(d)R

R= 4(d) FOR #9 THRU #11R= 3(d) FOR #3 THRU #8

2 1/2" MIN.8(d)

180° BEND

R

4(d) OR

TYP. REINFORCING DETAILS

19

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


M&O Investments

EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

B.N.

TRUSS BYMANUFACTURER.

8d @ 6"o.c.B.N.

SIMPSONA35, LS50, LTP4@ PER SHEARWALL SCHEDULE

SIMPSON HI @EVERY TRUSSUSE LGT FORGIRDER TRUSSWIDTH OF LGTTO MATCHNUMBER OF PLYSOF GIRDER TRUSS

PLY WOODSHEATHING

2x BLK'G

(2)2xTOP PL


TRUSS BYMANUFACTURER

ALT. LOC.OF SHEARPANEL.

SHEAR PANELPER PLANON 2x @ 16"o.c.MAX. STUD

2x BLK'GPER PLAN

2x DRAFTERw/ MIN. 3'-0" LAPw/ 16d @ 6"o.c.STAGG OR TRUSSTOP CHORD

B.N.


SIMPSONA35, LS50, LTP4@ PER SHEAR WALLSCHEDULE


MAX. GAP BETWEEN BLK'G. &TOP PLATE FOR HI & LS50TO BE 1/2" & FOR A35, TO BE 1/4"

SHEAR PANEL PER PLANON 2x @ 16"o.c. MAX. STUD RBC INSTALLATION

ALT.LOCATIONOF HI/LGT

SHEAR PANEL TYPE 2TYPICAL BETWEEN TRUSSES

2x BLK'GPER PLAN


8d @ 6"o.c.B.N.

2x BLK'G

2x BLK'G

SHEAR TRANSFER DETAIL

NOTES: 1. DIAGONAL BRACE CAN BE OMITTED AT LOCATION OF INTERSECTING WALLS AND WHEN FULL HT. STUDS USED TO BOTT. OF OUTRIGGER. 2. FOR FLAT CONC. TILE ROOFING, ALLOW ROOF RAFTERS TO FLOAT AND NAIL TO TOP PLATE AFTER ROOF IS LOADED TO AVOID UNEVEN RAFTER DEFLECTION.

BRACELENGTH

BRACESPACING

BRACESIZE

CONN.*

H2.5H2.5

EA. BRACE(6)16d

EA. BRACE

(6)16d2x4

(2)2x4

(2)2x46'-0"o.c.

8'-0"o.c.

6'-0"o.c.

L=10'-4"

L=5'-8"

L=5'-8"

* AS ALTERNATE TO H2.5, USE H3, A34 OR A35. UNSUPPORTEDHEIGHT

SIZE

2x42x62x8

LESS THAN 14'LESS THAN 20'LESS THAN 24'

ALT.

ALT.

ALT.

B.N.

ALTERNATE COND. w/ROOF RAFTER NEXT TOWALL w/ 16d @ 8"o.c.TO TOP PLATE

SHIM AS REQ'D

SHEAR PANELWHERE OCCURS

FULL HT. BALLOON FRAME STUDS@ 16"o.c. MAX. U.N.O. TO BOTT. OFOUTRIGGER/GABLE ENDTRUSS/SCISSOR TRUSS. SIZEPER SCHEDULE U.N.O.

BOUNDARYNAILING

2x FLAT BLOCKS w/16d @ 4"o.c. TOPLATE BELOW

2x BACKING w/ 8dCOM @ 6"o.c. FACENAILS TO TOP PLATES

2x4 x2'-0" LONGCENTERED @ BRACEw/(5)16d TO TRUSS

(1)A35 E/S OFEACH BRACE

2x FASCIA BOARDWHERE OCCURS

BOUNDARY NAILING

SHIM AS REQUIRED

8d COM TOENAILS @ 6"o.c.

LS50 OR LTP4 SPACING PERSW SCHEDULE (ATNON-SHEAR WALL, SPACING@ 48"o.c. MAX.). OMIT IFPLYWOOD IS NAILED TOBOTTOM CHORD OF TRUSS SHEAR PANEL

WHERE OCCURS

ROOF SHEATHING w/LINE OF E.N. @ BLOCKING

2x4 FLAT STRONG BACKACROSS MIN. (4) ROOFTRUSSES @ 8'-0"o.c.USE (2)16d TO CONNECTTO EACH TRUSS

(3)16d EA. END OF TRUSS TO BLK'G

MAX. UNSUPPORTEDLENGTH OF 2x4 TO BE6'-0". USE LATERALBRACING FOR LENGTH >6'-0"

BRACING MEMBERFOR TRUSSDEEPER THAN4'-0" PER TABLEBELOW

STRUCT. GABLE ENDSHEAR TRUSS TOTRANSFER 240 PLFFROM TOP TO BOTT.CHORD (U.N.O.)

NOTCH TRUSS TOP CHORD OR RAFTERWHERE OCCURS TO RUN 2X FLATOUTRIGGERS @ 4'-0"o.c., FOR EAVES UPTO 12" & 2'-0"o.c. FOR EAVES UP TO 24"DO NOT OVER CUT. NAIL w/(2)16d @ EA. END

AB

ACONN.

A

H2.5EA. BRACE

(6)16dEA. BRACE



4" MAX.OFFSET

SHEAR TRUSS TO TRANSFER200 PLF FROM TOP CHORDTO BOTTOM U.N.O.

A35'S EQUALLY SPACED PERSHEAR WALL SCHEDULE (ATNON-SHEAR WALL, @ 48" O.C.MAX.). CONNECT A35's AFTERROOF IS IN PLACE

2X8 (MAX.) NAILER WITH 10dCOMMON NAILS TO PLATE &TRUSS. USE SAME SPACINGAS EDGE NAILS OF SW TYPEBELOW

ALT. LOCATION OF A35 IFTRUSS IS OFFSET

E.N.ROOF SHEATHING

TYPICAL TRUSSES

E.N.

SEE PLANFOR TYPE

SHEAR TRUSS TO TRANSFER200 PLF FROM TOP CHORDTO BOTTOM U.N.O.

SEE PLAN FOR TYPE

1

2

3

ALT. CONDITION

ABCD

CS16x36"ST6236MST48MST60

(32) 8d BOX/SINKER(40) 16d SINKER(50) 16d SINKER(66) 16d SINKER

1700#3230#4460#5653#

8'-0" U.N.O.14'-0"

CONTINUOUSCONTINUOUS

STRAP NAIL SIZE &QUANTITIES CAPACITY DRAG STRUT.

LENGTH

ALT. LOCATION.

PLYWOOD SHEATHING w/ E.N. ALONGDRAG LINE. SEE TABLE BELOW.

FLAT @ CS16.2X FULL HT.HEAD OUT

IF REQUIRED4X DRAGSTRUT. ALT 2x

STRAP SHOULD BE CENTERED @ SPLICE POINT.

DRAG STRUT w/ E.N.PER PLANS.IF NOTCONTINUOUS SPLICEPER TABLE BELOW.

DRAG DETAIL

SIDE VIEW END VIEW

2x KING STUDSEA. SIDE OF BEAMw/ 16d @ 16"o.c. TO POSTMIN. (5)16d TO BEAM

POST PER PLAN

BEAMPER PLAN

SIMPSON TRAPEA. SIDE OFBEAM TO POST

NOTE:1. ADD SHIMS AS REQUIRED IF THERE IS DBL.TOP PLATE BTWN. BEAM & POST, INCREASE LENGTH OF STRAP TO ACCOMMODATE.2. FILL ALL STRAP HOLES WITH NAILS.

BEAMPER PLAN

STRAPEA. SIDE

CAPACITY OVERALL LENGTHOF EA. STRAP

A

B

C

MSTA12(1) CS16

(2) CS162900#

-

5600#

12"

24"

24"

POST & BEAM CONNECTION

CALIF. FRM'G SHEAR DETAILCALIF. FRM'G (PLAN VIEW)

SECTION C-CALT. CONVENTIONAL

CALIF. FRAMING

CALIF. FRAM'G. @ RIDGECONNECTION DETAILA B

*ICC ESR#2605

CC

B.N.

PREFABRICATEDVALLEY TRUSS PERMANUFACTURER

R/ R OR TRUSSPER PLAN

ROOFSHEATHING

SIMPSON *VTC2 CLIPS@ EA. END OF VALLEYTRUSS WITH (5)10dx1 1/2NAILS TO VALLEY TRUSS& (4)10dx1 1/2 NAILS TOROOF FRAMING BELOW

2x R/ R @ CA. FRAMING.USE 2x4 @ 24"o.c. FOR MAX.SPAN OF 6'-0" & 2x6 @ 24"o.c.FOR MAX. SPAN OF 10'-0".& TOE NAIL w/(3)8d

2x6 PURLIN & 2x4KICKER @ 8'-0"o.c.MAX. TO LIMIT R/ RSPAN @ CALIF. FRAMING

MIN. 1x CONT. BOARDw/(3)16d TO EACH ROOFFRAMING ELEMENT

ROOFSHEATHING


2x R/ R @ CA. FRAMING.USE 2x4 @ 24"o.c. FOR MAX.SPAN OF 6'-0" & 2x6 @24"o.c. FOR MAX. SPANOF 10'-0". & TOE NAIL w/(3)8d

(1)BAY WIDTHx 30" ACCESS& VENTILATION OPENING PERARCHITECTURAL. PROVIDE2x BLKG. & BOUNDARY NAILINGOF ROOF SHEATHINGAROUND OPENING

A

B


MIN. 1x CONT. BOARDw/(3)16d TO EACH ROOFFRAMING ELEMENT

4

5

6

DRAG DETAIL

CAPACITY**

1700#3400#4585#6490#

ENDLENGTH

NAIL SIZEAND SPACINGSTRAP

CS16(2) CS16

CMSTC16CMST14

ABC*D*

3'-0"3'-0"6'-0"6'-0"

8d BOX/SINKER @ 4 1/8"8d BOX/SINKER @ 4 1/8"

16d SINKER @ 4 1/2"16d SINKER @ 3 1/2"

TRUSS IN LINE

SIDEVIEW

SIDEVIEW

PLANVIEW

TRUSS OFFSET

SIMPSON STRAP CUT TOFIT ON WALL AS SHOWN &ACROSS ALL BAYS OF BLKG.AS REQ'D. MIN. (4) BAYS w/ MIN.(3) NAILS TO EACH BLOCK.NAILS PER SCHEDULE, USE (2)ROWS OF NAILS EA. STRAP

PROVIDE 2x4x4'-0" MEMBERNEXT TO TRUSS AT CONDITIONB & NAIL TO TRUSS w/ 16d @4"o.c. STAGGERED & FORCONDITION C & D USE DBL.TRUSS w/ NAILS @ 4"o.c.

DRAG TRUSS w/ LINE OF E.N.

ROOF SHEATHING

1'-1 3/16"1'-3 1/16"

TYP. TRUSSESBEARING ON WALL

TYP. TRUSSESHANGING

GIRDER TRUSS OR BEAMOFFSET FROM CORNER

SIMPSON STRAPPER SCHEDULE

BEVELED BLK'G

1'-3 1/16"

1 1/2"

ROOF SHEATHING

TYPICALTRUSSES BEARINGON WALL

BEVELED BLKG.w/ E.N. . IF NOT BEVELED,SEE 13/ GD

BEVELED BLK'G

SIMPSON STRAPPER SCHEDULE

GIRDER TRUSS OR BEAMOFFSET FROM CORNERTYP. TRUSSES

BEARING ON WALL

BEVELED BLKG.w/ E.N. IF NOT BEVELED,SEE 13/ GD

NOTES:1. IF DRAG TRUSS IS A JACK TRUSS, PROVIDE PLYWOOD TYPE 2 FROM TOP TO BOTT. CHORD.2. USE DBL. BLKG. FOR CONDITION B, C & D3. REFER TO 17/GD FOR CS16 NAILING PATTERN. * APPLY ONLY AT TRUSS IN LINE CONDITION. ** NAIL LATERAL VALUES BASED ON SPF/HF.

TYP. TRUSSESHANGING FROMGIRDER TRUSS OR BEAM

7

EQ. EQ.

SHIM ASREQUIRED

NON-LAP CHANNELCONDITION

NOTE: FULLY NAIL STRAP w/ 16d - SINKER OR 10d COMMON NAILS SHALL BE STAGGERED & AT LEAST 2 1/4" APART.

NAIL SPLICE

PLATE SPLICE ATSLOPING CONDITION

STRAP SPLICE

ST22 STRAPNUMBER OF NAILS SPECIFIEDBETWEEN SPLICING POINTS PERTABLE BELOW

SIMPSON STRAPPER TABLE BELOW

TYPICAL STUD@ 16"o.c.

16d @ 8"o.c.

2x STUD

CONT. LOWERPLATE @ WALL

EXT. WALLPROVIDE STUDTO RECEIVESTRAP NAILS

NO. OF 16d SINKERMIN. PLATE LAP

ALT. STRAP w/ 16d SINKER ST22 ST6224 ST6236 MST37 MSTC52 CMST12x72"8 FT.

42GF

368 FT.8 FT.

32ED

246 FT.6 FT.

22CB

164 FT.

10A

4 FT.MST60

2x STUD

TYPICAL SPLICE TOP PLATE

CONDITION B w/PLYWOOD OUTSIDE

ALTERNATECONNECTION

ALTERNATECONNECTION

CONDITION Aw/ PLYWD INSIDE

NOTES: 1. AT CONDITION B LOCATE SIMPSON H2.5 PRIOR TO INSTALLATION OF 2X BLK'G.

H2.5 @ 48"o.c. FROMLEDGER TO STUDS.SLIT THE PLYWOODTO INSTALL H2.5

2x STUD OR BM.PER PLAN

E.N.

2x BLOCKING

E.N.

2x BEVELED LEDGER w/(4)16dPER STUD U.N.O. (IF NOTBEVELED, SEE DETAIL 13/GD)

ROOF SHEATHING

16d @ 6"o.c. U.N.O.

2x R/R OR TOPCHORD OF TRUSS

MIN. (3)16d TOE NAILSTO LEDGER. IF SPANOF ROOF MEMBER ISMORE THAN 8'-0", USEJOIST HANGER

ROOF SHEATHINGE.N.

16d @ 6"o.c. U.N.O.



EDGE NAILING

2x BLOCKING

FULL HEIGHT SHEAR PANEL WHEREOCCURS. WHEN OUTSIDE, TO BEINSTALLEDPRIOR TO ROOF FRAMING.IF SHEAR PANEL IS NOTCALLOUT ONPLAN. INSTALL SHEAR PANEL PER NOTE 7

FULL HEIGHT SHEAR PANEL WHEREOCCURS. WHEN OUTSIDE, TO BEINSTALLEDPRIOR TO ROOF FRAMING.IF SHEAR PANEL IS NOTCALLOUT ONPLAN. INSTALL SHEAR PANEL PER NOTE 7

2x BLOCKING


16d @ 6"o.c. U.N.O.


8d COMMON @ 4"o.c.(U.N.O.) PER SHEARWALL SCHEDULE

PLYWOOD SHEAR PANEL TYPE 2ENTIRE WALL FROM LOW ROOFTO HIGH ROOF U.N.O.

E.N.2x BEVELED LEDGER w/(4)16dPER STUD U.N.O. (IF NOTBEVELED, SEE DETAIL 13/GD)

MIN. (3)16d TOE NAILSTO LEDGER. IF SPANOF ROOF MEMBER ISMORE THAN 8'-0", USEJOIST HANGER

ROOF SHEATHING


PLYWOOD SHEAR PANEL TYPE 2ENTIRE WALL FROM LOW ROOFTO HIGH ROOF U.N.O.

ROOF SHEATHING


E.N.

PLYWOOD WHERE OCCURSPER PLAN. APPLY PRIOR TOLOW ROOF INSTALLATION

2x BLOCKING


16d @ 6"o.c. U.N.O.


8d COMMON @ 4"o.c.(U.N.O.) PER SHEARWALL SCHEDULE

HIGH TO LOW ROOF

8

9

10

ALT. CONDITION

LINE OF BLK'G. INSTALLEDBY TRUSS MANUFACTURER& TO TRANSFER 250 PLF TOTOP CHORD OF GIRDER.IF GIRDER TRUSS IS NOTDESIGNED TO TRANSFERLOAD, APPLY PLWD. TYPE 2

2x BEVELED BLK'G.OR 2x CONT. NAILERw/ 16d @ 6"o.c. IFNOT BEVELED,SEE DETAIL 13-GD

ALT. LOCATIONOF PLYWOODTYPE 2

2x FLAT BLK'G

2x CONT. NAILEROR TOP CHORD OFTRUSS w/ 16d @ 6"o.c.

E.N.

TYPICALH2.5 @ 48"o.c.

ROOF SHEATHING

ROOF SHEATHING

TYP. TRUSSESPER TRUSSMANUFACTURER

SHEAR/ GIRDERTRUSS DESIGNEDBY TRUSS ENGINEER

2x BEVELED BLK'G.w/ 16d @ 6"o.c. IFNOT BEVELED,SEE DETAIL 13-GD

TYPICALH2.5 @ 48"o.c.

TRUSS/ JACK TRUSSESw/ APPROVED HANGERBY TRUSS MANUFACTURER

E.N.

SHEAR TRANSFER

A-A

ALT. CONDITION

USE SAME SHEARTYPE AS BELOW

CALIFORNIAFRAMING

GIRDER TRUSS/SHEAR TRUSSWHERE OCCURS

E.N.

16d @ 4"o.c.STAGGERED

SHEAR PANELPER PLAN

ROOF TRUSS

2x BEVELEDBLK'G. IF BLK'G.IS NOT BEVELED,SEE 13/ GD

2x BEVELED BLK'G.IF BLK'G. IS NOT BEVELED,SEE 13/ GD

2x BLK'G. w/ A35 @ 8"o.c.OMIT A35's IF PLYWOODIS CONTINUOUS TOUPPER BLK'GA35, SPACING

PER SHEAR WALLSCHEDULE (ATNON-SHEAR WALL,@ 48"o.c. MAX.)

CALIFORNIAFRAMING

ROOF TRUSS

2x BEVELED BLK'G.IF BLK'G. IS NOTBEVELED, SEE 13/GD

A35, SPACINGPER SHEAR WALLSCHEDULE (ATNON-SHEAR WALL,@ 48"o.c. MAX.)SHEAR PANEL

PER PLAN

16d @ 4"o.c.STAGGERED

GIRDER TRUSS/ SHEARTRUSS WHERE OCCURS

E.N.ROOF SHEATHING

E.N.

ROOF SHEATHING

SHEAR TRANSFER

ADD 2"x4"x48" LONGMEMBER TO RECEIVE 2ND.CS16 & NAIL w/ 16d @ 4"o.c.STAGGERED TO ROOFRAFTER/ TRUSS TOP CHORD

REFER TO 17/ GD FORCS16 NAILING PATTERN

NAIL LATERAL VALUES BASEDON SPF/ HF

ASTRAP CAPACITY** END LENGTH

CS16 1700# 3'-6"B (2)CS16 3400# 3'-6"

END LENGHT

SIMPSON CS16 w/(2)ROWS OF 8d SINKERNAILS @ 4 1/8"o.c.CUT TO FIT OVER ALL BAYS OF BLOCKING.WHERE APPLICABLE

(2) TOPPLATE OR BEAM

TYPICAL ROOF RAFTER OR TOPCHORD OF TRUSS

ROOF SHEATHINGw/ E.N. ALONG LINEOF DRAG

**

***

DRAG DETAIL

E.N.ROOF SHEATHING

OVERFILLRAFTERS

ROOFSHEATHING

E.N.SHEAR/GIRDER TRUSSPER MANUFACTURER MANUFACTURED TRUSS

w/ APPROVED HANGER2x BLK'G. w/ 16d SINKER NAILSAT 6"o.c. SEE DETAIL 13/GDFOR NON- BEVELED BLOCK

MANUFACTURED TRUSSw/ APPROVED HANGER

2x BLK'G. w/ 16d SINKER NAILSAT 6"o.c. SEE DETAIL 13/GDFOR NON- BEVELED BLOCK

LINE OF BLK'G. INSTALLEDBY TRUSS MANUFACTURERAND TO TRANSFER 250 PLFTO TOP CHORD. IF GIRDERTRUSS IS NOT DESIGNED TOTRANSFER THIS LOAD, APPLYSHEAR PANEL TYPE 2

E.N. ROOFSHEATHING

SHEAR/GIRDER TRUSSPER MANUFACTURER

SHEAR TRANSFER 11

12

13

14

(2)2x TOP PL

SHEAR PANELTYPE PER PLANB.N. AT BLK'G &EDGES OFSHEAR WALL

2x STUD PER PLAN

CONT. STUDS / POSTw/ B.N. & HOLDOWNPER PLAN

NAILING / SCREWS/ BOLT PER PLAN

2x STUDPER PLAN

CONT. STUDS/POST w/ B.N.& HOLDOWNPER PLAN

CS16 OVER 2x BLK'Gw/ 8d @ 2 1/16" o.c.TYP. EA. CORNEROF OPENING

(2) ROWS 16dSINKER NAIL STAGG.PER SCHED. ABV.

(2) ROWS 16dSINKER NAIL STAGG.PER SCHED. ABV.

CS16 OVER 2x BLK'Gw/ 8d @ 2 1/16"o.c.TYP. EA. CORNEROF OPENING

NOTES:1. INSTALL HOLDOWN ON RETURN WALL AT CORNERS WHEN APPLICABLE.2. USE FULL WIDTH BLK'G. & WINDOW SILL FOR STRAP ON BOTH SIDES OF (2) SIDED SHEAR PANELS.3. NAIL BOTH PLWD. PANELS ON SAME MEMBER.4. REFER TO 17/GD FOR CS16.

HEADERPER PLAN

WINDOW SILLWHERE OCCURS

OPEN AT SHEAR WALL

1'-6"


CONT. STUDS / POSTw/ B.N. & HOLDOWNPER PLAN


SHEAR PANEL TYPEPER PLAN B.N.AT BLK'G & EDGESOF SHEAR WALL

HEADER PER PLAN

WINDOW SILLWHERE OCCURS

CS16 OVER 2x BLK'Gw/ 8d @ 2 1/16"o.c.TYP. EA. CORNEROF OPENINGCONT. STUDS / POSTw/ B.N. & HOLDOWNPER PLAN

HEADERPER PLAN SHEAR PANEL

TYPE PER PLANB.N. AT BLK'G &EDGES OFSHEAR WALL

(2)2x TOP PL

1/8"

A-A

PANEL EDGE

PANEL TYPES NAIL SPACING

@ 12" O.C.2

@ 9" O.C.3

@ 6" O.C.4

@ 5" O.C.5

@ 4" O.C.3DBL SIDED

4DBL SIDED

5DBL SIDED

@ 3" O.C.

@ 2 1/2" O.C.

CONDITION A

CONDITION B

CONDITION C

DRAG DETAIL

CS16 STRAPEND LENGTHEND LENGTH

END LENGTH

END LENGTH

2x BLOCKINGON EDGE

TRUSSES

NOTES:1. REFER TO 17/GD FOR CS16 NAILING PATTERN.2. STRAP TO EXTEND ON ALL BLKG. (MIN. (3) BAYS).3. USE DOUBLE BLOCKING OR FLAT BLOCKS FOR CONDITION B.4. USE SINKER AT STRAPS. * NAIL LATERAL VALUES BASED ON SPF/HF.

END LENGTHSTRAPCS16

(2) CS16AB 3'-6"

3'-6" (2) ROWS 8d @ 4 1/8"(2) ROWS 8d @ 4 1/2" 3400#

1700#CAPACITY*NAIL SIZE & SPACING

SHEAR PANELPER PLAN

4x6 POSTMIN. AS SHOWN

ALT. LOCATIONOF SHEAR PANEL

PLAN VIEW"D""B"

"A" "C"

2x4 STUD

SHEAR PANELPER PLAN

16d @ 3"o.c.STAGGERRED1/4"ø x4"SDS @ 4"o.c.FOR TYPE 5

B.N.

B.N.

CONNECTION DETAILS

15

16

17

SIMPSON STRAPPER TABLE(2) ROWS OF NAILSFOR EA. STRAP

SPACINGAND LENGTHSEE TABLE

SIMILAR CONDITION(FLUSH BEAM/ JOIST (S)) CONT. BEAM OR BLK'G

SEE FRAMING PLAN

(2) TOP PL

POST OR MULTISTUDSEE PLANBEAM OR JOIST

w/ LINE OF EDGENAILING SEE PLAN

CAPACITY1700#3400#4585#6490#10d BOX AT 3 1/2"

10d BOX AT 4 1/2"8d BOX/SINKER AT 4 1/8"8d BOX/SINKER AT 4 1/8"NAIL SIZE AND SPACINGEND LENGTH

3'-0"3'-0"6'-0"6'-3"CMST14

CMSTC16(2) CS16

CS16STRAP

DCB*A

NOTES:1. MIN. 3 1/2" WIDE MEMBER FOR CONDITION C &D.2. REFER TO 17/GD FOR CS16 NAILING PATTERN. MIN. 1/2" SPACING BETWEEN ROWS OF NAILS.*

DRAG DETAIL

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


M&O Investments

EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

SD-2

STRUCTRUAL

DETAILS

H.M. A.D.

1

2

3

4

5

6

7

8

9

10

11

12

14

15

HOLDOWN DETAIL

* CMST14 & CMST12 ARE ONLY APPLICABLE AT POST TO POST CONNECTION.** AS AN ALT. TO B & C, USE D FOR POST TO POST CONDITION ONLY.

STRAP

(1)CS16(2)CS16 **(2)CS14 **(3)CS14CMST14CMST12(2)CMST14(2)CMST12

ABCC*DEFG

STUD/ POST

2X4(2)2X4(2)2X4

4X64X44X64X86X8

# OF NAILS @ EA. END LENGTH

(11)16d(11)16d P/STRAP(15)16d P/STRAP

(40)16d(15)16d P/STRAP

(52)16d(40)16d P/STRAP(52)16d P/STRAP

CAPACITY

1700#3400#4980#7470#6490#9200#12980#18400#

END LENGTH

13"13"18"18"38"48"38"48"

MIN. 11 1/4" DEEP BM.OR HEADER. SEE PLAN.

MIN. 11 1/4" DEEP BM.OR HEADER. SEE PLAN.

STUD, POST OR TRIMMER PER TABLE BELOW. DBL.STUDS & STRAPS @ CONDITION "B"&"C" PROVIDEEDGE NAILING OF SHEAR PANEL ALONG ALL STUDS.

REFER TO PLANS & TABLE BELOW FORSTRAP, # OF NAILS & END LENGTH ATEA. END. (2) ROWS OF NAILS EA. STRAP.

DOUBLE TOP PLATE.

PROVIDE MIN. END DISTANCEOF 1 5/8" FOR 16d NAILS.

SOLID RIM OR BLKG. SAME WIDTH AS POSTABV. & BLW. @ LOCATION OF STRAP. WHENW/FLOOR. TRUSS, PROVIDE WEB FILLERS ASNEEDED TO RECEIVE NAILING FROM STRAP.

SEE PLAN FORSHEAR WALL.

FLOOR SHTG. SEE PLAN.

STUD, POST OR TRIMMER PER TABLEBELOW. DBL. STUDS & STRAPS @CONDITION "B"&"C" PROVIDE EDGE NAILINGOF SHEAR PANEL ALONG ALL STUDS.

REFER TO PLANS & TABLE BELOW FORSTRAP, # OF NAILS & END LENGTH ATEA. END. (2) ROWS OF NAILS EA. STRAP.

LINE OF BLKG. UNDER SHEAR WALL.

2X SILL PLATE.

SOLID BLKG. UNDER POST OR STUDSABOVE.

DOUBLE TOP PLATE.

CRIPPLE WALL ABOVE HDR.WHERE OCCURS.

STUD, POST OR TRIMMER PER TABLEBELOW.DBL. STUDS & STRAPS @ CONDITION"B"&"C"PROVIDE EDGE NAILING OF SHEAR PANELALONG ALL STUDS.

REFER TO PLANS & TABLE BELOW FORSTRAP, # OF NAILS & END LENGTH AT EA.END. (2) ROWS OF NAILS EA. STRAP.

LINE OF BLKG. UNDERSHEAR WALL.

FLOOR SHTG. SEE PLAN.

2X SILL PLATE.

STUD, POST OR TRIMMER PER TABLE BELOW. DBL.STUDS & STRAPS @ CONDITION "B"&"C" PROVIDEEDGE NAILING OF SHEAR PANEL ALONG ALL STUDS.

NOTES: 1. ALL STRAPS ARE SIMPSON STRONG TIES. 2. TOTAL LENGTH OF STRAP TO BE DETERMINED @ THE SITE BASED ON END LENGTH REQUIRED & CLEAR SPAN. 3. ALL NAILS ARE SINKER OR BOX NAILS. 4. SLIT CUT FLOOR SHEATHING TO RUN STRAP THROUGH @ INTERIOR CONDITION NO OVERCUT. 5. LOCATE STRAP OVER PLWD. SHEAR PANEL & PROVIDE SHIM AN NECESSARY TO AVOID BENDING OF THE STRAP.

4"

APPLICATION OF CS16's

APLICATION OF MTS & HTS

DBL. TOP PLOR DROP BM.PER PLAN

MULTI STUDOR POST

MULTI STUDOR POST

STRAP TYPESEE TABLE

FLUSH BM/HDR PER PLANSEE DETAIL 5/SD2 FORCONNECTION OF BM/HDRTO POST (U.N.O.)

2X STUDw/16d @ 6"o.c.

NOTES:1. USE 10d SINKER FOR MTS12; USE 10d COMMON NAILS FOR HTS20; USE 8d SINKER NAILS FOR CS16's.2. CUT CS STRAP TO MEET MIN. END LENGTH & USE MIN. (16) 8d's @ EACH END OF EACH STRAP.3. PROVIDE 1 1/2" SPACING BTWN ROWS OF NAILS @ MULTIPLE CS STRAPS.4. REFER TO 17/GD FOR CS16 NAILING PATTERN.

MIN. 4X8 SOLID BLOCKING.

FOR (2) MTS12 USE (2) ST12FOR (2) HTS20 USE (2) ST2122FOR (4) HTS20 USE (2) ST6224

FLUSH BM/HDR PER PLANSEE DETAIL 5/SD2 FORCONNECTION OF BM/HDRTO POST (U.N.O.)

FLUSH BM/HDRPER PLAN SEEDET.5/SD2 FORCONNECTIONOF BM/HDRTO POST (U.N.O.)

18" FOR SAWN LUMBERw/ SPACING @ 2 1/16";3'-6" FOR MFG'R. PRODUCTw/ SPACING @ 4 1/8"o.c.

ALT. CAPACITYSTRAP TYPE1705#2666#(2) HTS20

(2) MTS12(1) CS16 ON 2X4(2) CS16 ON 2-2X4B

A

C (3) CS16 ON 4X6 5115#(4) HTS20

HOLDOWN DETAIL

CONNECTION DETAIL

POST w/SIMPSONCCQ OR CC,SEE PLAN

NOTES: 1. ALIGN BEAMS TO RECEIVE STRAP. 2. ALT. LOCATION OF STRAP ON TOP OF BEAMS.

SIMPSON ST6236

PROVIDE SHIM UNDER AND@ THE SIDE OF THESMALLER BEAM AS REQUIRED

POST w/SIMPSONECCQ ORECC, SEE PLAN

SIMPSON ST6236

POST w/ SIMPSON CCQ OR CC, SEE PLAN

SIMPSON A34

(5)16d EACHSIDE TO BM

ALT. LOCATION OFSTRAP ACROSS SIDEOF TOP PLATE

EQ. EQ.

DBL. TOP PLATE w/ SIMPSONST6236. IF DBL. TOP PLATE ISCONT., ELIMINATE STRAP

MULTI-STUD ORPOST, SEE PLAN

ST6236 STRAP

LINE OF BLK'G. TORECEIVE STRAP

2x STUD ATEACH SIDEw/ 16d AT12"o.c.STAGGERED 2x STUD AT EACH

SIDE w/ 16d AT12"o.c. STAGGERED

SIMPSON A34

FLUSH BEAM

SILL PLATE

2x STUD AT EACHSIDE w/ 16d AT12"o.c. STAGGERED

LINE OF BLK'G. TORECEIVE STRAP

NOTES:1. ADD FILLER @ SIDE OF BEAM AS NEEDED.2. FOR PARTIAL FLUSH BEAM SIMILAR CONDITION. USE (1) A34 EACH SIDE.

DBL. TOP PLATE w/SIMPSON ST6236.IF DBL. TOPPLATE IS CONT.,ELIMINATE STRAP BEAM, SEE PLAN

FOR SIZE

2x STUDS @16"o.c. U.N.O.

BEAM DETAIL

DRAG DETAIL

END LENGTH

END LENGTH

PLYWOOD SHEATHINGw/ E.N. ALONG LINEOF BLOCKING.

TYPICAL JOIST PER PLAN

LINE OF SOLID / MIN 1 3/4" WIDE FULL HT.BLKG PER PLAN FOR NUMBER OF BAYS(MIN. 4 BAYS).

PLYWOOD SHEATHINGw/ E.N. ALONG LINEOF BLOCKING.

TYPICAL JOISTPER PLAN

2x TOP PL OR BM. USE DBL. BLKG.FOR CONDITION B & C. REFER TO17/GD FOR CS16 NAILING PATTERN.TJI BLKG(S) CAN BE USED WHENSTRAP IS APPLIED ON THE TOP.

SIMPSON STRAP PER TABLE BELOW & ATALL BAYS OF BLKG MIN. (3) NAILS PERBLKG.(2) ROWS OF NAILS EA. STRAP.

USE MIN. 2x FULL HT. BLKG w/ LS50/LTP4 IFTHE INSTALLATION OF A35 IS IN CONFLICTWITH THE STEEL STRAP ON TOP PL.NOTE:

NAIL LATERAL VALUES BASED ON SPF/HFNAIL SIZE AND SPACING CAPACITY*STRAP

1700#3400#8d BOX/SINKER AT 4 1/8"

8d BOX/SINKER AT 4 1/8"CS16(2)CS16B

A

C CMSCTC16 4585#16d SINKER AT 4 1/2"

END LENGTH3'-0"3'-0"6'-0"

DRAG BEAM TO WALL DETAIL

2x BLK'G W/ LINEOF EDGE NAILINGALONG DRAG LINEMINIMUM (4) BAYS U.N.O.

STUD OR POSTPER PLANBEAM OR

(2) TOP PLATE.

SIMPSON CS16w/ 8d SINKER NAILSAT 2 1/16"o.c.

CL

NOTES:1. USE 2X FLAT BLOCKING FOR CONDITION "B" W/ MIN. 1 1/2" SPACE BETWEEN ROWS OF NAILS.2. LOCATE STRAP OVER PLWD. SHEAR PANEL SEE PLAN FOR TYPE & LOCATION.3. REFER TO 17/GD FOR CS16 NAILING PATTERN.

END LENGTH

CAPACITY END LENGTHSTRAP3'-0"3'-0"3400#

1700#(1)CS16 (2)CS16B

A

ALT. TRUSS

3/4"1 1/2"

3/4"

3/4"

SHEAR TRANSFER

B.N.

B.N.

B.N.

FLOOR SHEATHING

FLOORSHEATHING

8d or 10dB.N. 2x TIMBER STRAND

OR L.V.L. RIMPER PLAN

16d @ 16"o.c.

BLK'G SEE 6/GD

2x TIMBER STRANDOR L.V.L. RIMPER PLAN

SIMPSON A35/LPT4PER SCHEDULE

SHEAR PANELPER PLAN

STUD WALLWHERE OCCURS

ALT. INTERIOR CONDITION ONLY

EXTERIOR CONDITION AND ATEDGE OF FLOOR DIAPHRAGM

STUD WALLWHERE OCCURS

PROVIDE 2x NAILER

FLOOR SYSTEMPER PLAN



SOLID BLK'G

INTERIOR COND. & ALT.TO EXTERIOR CONDITION

ALT. LOCATION FOR LTP4 ONLYALT. " I-JOIST"CONDITION

STAGG. SILLPLATE NAILINGPER SCHEDULE

TJI-230 OREQUIVALENT w/ 2 5/16"WIDE FLANGE

10d

ALT. LOCATIONOF A35

LS50 @ EACH CORNER

LS50 FROM POST/MULTI STUD TO HDR. TOP & BOTTOM. ALT.(1) EACH FACE

(2) 2X TOP PLATE.

HEADER PER PLAN EXTEND TO POST.

FULL HT. POSTORMULTI STUD PERPLAN.

APPLY ST6236 IFWIDTH OFOPENINGEXCEEDS 6'-0" &IF THERE IS NOTRIMMER.

OPENING PERARCHITECT.

2x TRIMMER w/ 16d @ 8" O.C.TO POST.IF THERE IS NO ROOMFOR TRIMMER, USE HUC (U.N.O.)HANGER TO CONNECT HDR. TOFULL HEIGHT POST & USE ST6236TO CONNECT HDRS TOGETHER.CENTER STRAP @ POST.

2X WINDOW SILLTYPICAL.

2X SILL PLATETYPICAL (U.N.O.).

FULL HT. POSTOR MULTI STUDPER PLAN.

LS50 @ EACHCORNER

LS50 @ EACHCORNER

HEADER PERPLAN EXTENDTO POST.

TYP. 2X FLOAT@ EDGE OFOPENING.

ALT. LOCATIONOF LTP4 (1)EACH FACEOF EACH HDRTO POST.

2X WINDOWSILL TYPICAL.

NOTE:USE APPROVED HANGER TO CONNECT HDR. TO POST IF THERE IS NO ROOM FOR TRIMMER.

WALL ELEVATION @ OPENING

HANDRAIL/GUARD RAIL-ONE & TWO FAMILY

1"1"

BB

1"1"

STRINGERPER DET10/SD3

4x4 MIN.(D.F.#2)NEWEL POST

PLYWOODTREADS

1/4"ø x5"LAG SCREWS

BB

NEWEL POST AT STRINGER


PLAN VIEW B-B

INFILL BLK'G BETWEENNEWEL POSTS

3 1/4"MIN.

(3)10dNAILS

(2)2x4FLATBLOCKING


SECTION C-C

(2) H2.5APERIMETER


INFILL BLK'GBETWEENNEWEL POSTS


PERIMETER BEAM/RIMJOIST PER PLAN

FLR. JOISTw/ B.N. ALONGJOIST LENGTH

4x4 w/(9)16d NAILS@ T&B OF FLOOR JOIST

(2)2x STUDS/4x4 POST @4'-0"o.c. MAX.

4x4 BLK'G@ 4'-0"o.c.MAX.w/(6)16d NAILSATEA END

ø7/16" x4"LONG LAGSCREW WITHWASHER @48"o.c. MAX.

HANDRAILBRACKETPERMANUF.

BALUSTER PER ARCH'L'SDETAIL CONN. BY OTHERS

AA

CS18 WRAP & 4x4 ADD-ONw/(2) ROWS OF 10d NAILS@ 2 1/16"o.c. MIN. 16" ENDLENGTH

4x4 w/(9)16d NAILS@ T&BOF FLOORJOIST

FLR. JOIST w/B.N. ALONGJOIST LENGTH

11/16" MIN.

11/16" MIN.

26" MIN.

16"

PERIMETER BEAM/RIM JOIST PER PLAN

INFILLBLK'GBETWEENNEWELPOSTS

A35 BOTH FACESOF NEWEL POSTTO PERIMETER BM.

(2)H2.5AT&BNEWELPOSTTO BM.

ALTERATIVECONDITION

(2)2x PLw/(2) ROWSOF 10dNAILS @12"o.c.STAGG.

(2)16d T.N.EA. SIDE OF(2) STUDS T&B

(2)2x TUDS/4x4 POST@ 4'-0"o.c.MAX.

(2)16d T.N.EA. SIDEOF (2)STUDS T&B(2)16d S.N.EA. SIDEOF (2) STUDS(4) TOTAL

(2)ST18 BOTHEDGES OFSTUDS/4x4(4) TOTAL.NAILS ALLHOLES w/16d NAILS

2x ADD-ONw/(2) ROWSOF 10d F.N.@ 8"o.c. TOFLOOR JOISTADJ. TO(2)2x4 STUDS

4x NOMINAL(MIN.) FULLDEPTH LP.M.ALT. (2) RIMJOISTSw/ PLYWOODSHIMIN BETWEEN

DRAG DETAIL

END LENGTH END LENGTH

PER TABLE

DRAG STRUTw/ E.N.PER PLANSIF NOT CONT.SPLICE PERTABLE BELOW

PLYWOODSHEATHINGw/ E.N.

STRAP PER TABLE BELOWAPPLY STRAP ON TOP OFSHEATHING AS AN ALT.

BEAM PER PLAN

NOTE:1. WHERE STRAP IS APPLIED ON TOP OF SHEATHING ELIMINATE LINE OF E.N. ALONG LENGTH OF STRAP ONLY2. MIN. 3 1/2" WIDE MEMBER FOR CONDITION C & D3. MIN. 1 1/2" SPACING BETWEEN ROWS OF NAILS. ADD 2x6xSTRAP LENGTH NEXT TO DRAG ELEMENT TO RECEIVE 2ND. STRAP, NAIL w/ 16d @ 4"o.c. STAGGERED.4. REFER TO 17/GD FOR CS16 NAILING PATTERN.

STRAP END LENGTH NAIL SIZE AND SPACING CAPACITY*AB*C

CS16(2)CS16

CMSCTC16

3'-0"3'-0"6'-0"

8d BOX/SINKER AT 4 1/8"8d BOX/SINKER AT 4 1/8"

10d BOX AT 4 1/2"

1700#3400#4585#

6'-3" 10d BOX AT 4 1/2" 6490#D CMST14

SHEAR TRANSFER

E.N.E.N.

FLOORSHEATHING

SHEAR PANELPER PLAN

2x STUD WALL

2x SILL PLATEw/ NAILSPER PLAN

E.N.

SHEAR PANELPER PLAN

2x CONT.TIMBER STRANDOR LVL

FLOORSYSTEM

E.N.@ 3"o.c. MAX.

SIMPSON A35@ RIM JOIST

2x MEMBER,1 1/4" TIMBER STRANDOR I-JOIST PER PLAN

ALT. CONNECTION

INVENTED IUTHANGER @EVERY JOIST

CONN. @ FLOOR CHANGE/DECKCANT. DECK

MAX. 8'-0"

MAX. 4'-0"

MAX. 8'-0"

PLYWOODSHEATHING.

BM. OR RIMJOIST PER PLANAND PER DETAIL 7/SD3.

E.N. TYP.

FLUSH/DROP BEAMOR WALL PER PLAN.

SEE ALT. DECKING BELOW.

FLOOR SYSTEMPER PLANS.

WALL OR BM.WHERE OCCURS.

SUPPORT RIM JOISTFROM CANT. FLOORJOIST W/ FULL HT.INVERTED "HU" HANGER.

2x BLOCKING PERDETAIL 7/SD3

WALL OR BM.WHERE OCCURS.

2x BLOCKING PERDETAIL 7/SD3

DECK w/SLOPE TODRAIN OR FLOOR JOISTPER PLAN w/ APPROVEDJOIST HANGER.

2X LEDGER w/(2)ROWS OF 1/4" SDS x 3"SCREWS @ 12"o.c.

FLUSH/DROPBEAM OR WALLPER PLAN.



NOTE: USE PLYWOOD FILLER @ I-JOIST TO RECEIVE HANGER OR OTHER MEMBERS.

2X4 BLOCKINGw/ 16d's @ 4" o.c.

PLYWOOD SHEATHING.

SEE ALT.DECKING BELOW.

SEE ALT.DECKING BELOW.

ROOF TO FLOOR SHEAR TRANSFER

ALT. CONDITION

ALT. CONDITIONFLOOR BEAMPER PLAN

FLR. SHEATHING& FLOOR SYSTEM

EDGE NAILING

2x BLOCKING

16d @ 6"o.c.(U.N.O.)

CONT.2x BEVELEDLEDGER w/(4)16dPER STUD U.N.O.(IF NOT BEVELED,SEE DETAIL 13/GD)FOR SPLICING OFLEDGER (IF NEEDED)USE (1) CS16x24" LONGCENTERED @ SPLICE.SEE 17/GD FOR NAILPATTERN

H2.5 @ 48"o.c.FROM LEDGERTO STUDS

TRUSS BOTT. CHORDw/ END WEB WHERE OCCURS

16d @ 6"o.c. (U.N.O.)

SHEAR TRUSS ORTRUSS PANEL BLOCKSTO TRANSFER 380 PLF.CAN BE USED ASALTERNATE TOPLYWOOD TYPE 2

PLYWOOD TYPE2 ENTIRE LENGTHOF WALL U.N.O.

ROOFSHEATHING

FOR ALT. CONNECTIONSSEE DETAIL 10/SD2CONDITION B

ROOF SYSTEMCAN BE PARALLELOR PERPENDICULARTO WALL

PLYWOOD SHEAR WALLPER PLAN HERE OCCURSAPPLY PRIOR TO LOWROOF INSTALLATION

E.N.

PLYWOOD SHEARWALL PER PLANWHERE OCCURSAPPLY PRIORTO LOW ROOFINSTALLATION

2x BEVELED BLK'GAS SHOWN. SEE13/GD FOR NON-BEVELED BLOCK

PLYWOOD SHEARWALL PER PLANWHERE OCCURSAPPLY PRIOR TOLOW ROOFINSTALLATION

16d @ 6"o.c.(U.N.O.)

TRUSS HANGERPER TRUSSMANUFACTURER

STAIR DETAILS

STRINGERS @ 16"o.c.(2)2x16 @ INTERIOR2x16 @ EDGE

MAX.SPAN

18'-0"

12'-0"10'-0"8'-0" 2x12 ALL

2x14 ALL2x16 ALL

PERARCH'L

2x4 P.T. PLATE (SEEGN) ANCHORED WITHSIMP. PHNW-72 SHOTPINS 0.145ø w/ 3/4" MIN.EMBED INTO CONC@ 24"o.c. MAX. SECURESTRINGER TO 2x4 PLATEw/(3)16d TOE NAILS

PRESSURE TREATEDPLYWOOD SHIM w/ MIN.(2)SIMP. PHNW-72 SHOTPINS 0.145ø w/ 3/4" MIN.EMBED INTO CONCRETE.22GA SHEET METAL ORWATER PROOF MEMBRANTCAN BE USED AS AN ALTERNATE

PLYWOOD TREADS &RISERS (MIN. 3/4")

PLYWOODSUBFLOOR

DBL. JOISTOR BLOCKING

CONT. 2x PLATEw/ 16d @ 8"o.c.

SEE TABLE. SPANSARE HORIZONTALPROJECTION LENGTH.(ALT. LSL STRINGERSOF THE SAME SIZES w/Fb=1700psi (MIN.),Fv=400psi (MIN.), &E=1.3x10 psi (MIN.)CAN BE USED

PLYWOOD TREADS& RISERS (MIN. 3/4")

SIMPSON THA213, ALT.(1)A35 EA. SIDE UP TOMAX. 12'-0" SPAN*. USETHA218/THA218-2FOR 2x16/(2)2x16

2x6 LEDGER w/(4)16d PER STUD@ WALL CONDITION

APPROVED METALHANGERS OR(1)A35 EACH SIDE

SEE TABLE. SPANS ARE HORIZONTALPROJECTION LENGTH. (ALT. LSLSTRINGERS OF THE SAME SIZES w/Fb=1700psi (MIN.),Fv=400psi (MIN.),&E=1.3x10 psi (MIN.) CAN BE USED

DOUBLE JOISTOR HEADER

5 1/4" MIN. FOR 2x12,7 1/4" MIN. FOR 2x14& 9 1/4" FOR 2x16 @NOTCH NO OVERCUT


2X STUD WALL SHEAR PANEL PER PLAN

FLOOR SYSTEMPER PLANWHEN NOTCHEDUSE FILLERS

BEAM OR BLK'G.MIN. 1 3/4" WIDEPER PLAN. USEAPPROVED HANGER@ FLUSH BEAMCONDITION

2 X R/R OR JACK TRUSS PER PLAN

LS50 @ 32"o.c.

EDGE NAILING

2X BEVELED BLK'G. w/ E.N.,IF NOT BEVELED, SEE 13/GD

2X BEVELED LEDGER w/(3)16d's TO EACH STUD,IF NOT BEVELED, SEE 13/GD ATTACH LEDGERTO STUDS w/H2.5 AT 48"o.c.

BLK'G/RIM JOIST PER PLAN w/A35's @ 16"o.c. U.N.O. USELS50/LTP4 IF THE INSTALLATIONOF A35 IS IN CONFLICT W/ STEELSTRAP ON TOP PLATES.

PLYWOODSHEATHING2X BLK'G. w/ E.N.

& w/(3)16d's TOBEVELED BLOCK

2X STUD WALL SHEAR PANEL PER PLAN

SHEAR PANELPER PLAN

FLOOR SYSTEMPER PLANWHEN NOTCHEDUSE FILLERS

EDGE NAILING

EDGE NAILING

2X BEVELED BLK'G.w/ E.N., IF NOT BEVELED,SEE 13/GD.BLK'G/RIM JOIST PER PLAN w/A35's @ 16"o.c. U.N.O. USELS50/LTP4 IF THE INSTALLATIONOF A35 IS IN CONFLICT W/ STEELSTRAP ON TOP PLATES.

PLYWOOD SHEATHING

13

SD-3

STRUCTRUAL

DETAILS

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


M&O Investments

EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

1 SD-4

STRUCTRUAL

DETAILS

H.M. A.D.

PROJECT NAME:

ARCHITECT:

DEVELOPER:

ADDRESS:

PLOT DATE:

DESIGNED BY:

SHEET NAME:

SHEET NUMBER:

PROJECT NUMBER:

DESCRIPTIONDATENO.

REVISIONS

aBPa


M&O Investments

EL CAJON, CA

INGAMAC WAY

50011

04/13/2015

CHECKED BY:

BLDG. DEPT.03/31/20151

SHEAR PANEL AT GARAGE

5 1/2"

2 1/16"

PLYWOOD SHEATHING W/ B.N.DOUBLE TOP PLATE. PLYWOOD TYPE U.N.O.(E.N. TO GARAGE DOORHDR & TOP PLATES).ELIMINATE IFHDR. IS FLUSH W/TOP PLATES.

CONT. GARAGEDOOR HDR.(PER PLANS)

SHEAR PANEL, SEE PLANS(E.N. ALONG THE POSTS & THEGARAGE DOOR HDR.

4X6 POST U.N.O.

(1) SIMP. ST6236 E/S OF EACHPOST (2) TOTAL PER POST.OFFSET & CENTERED AT POST& HDR. USE 16d NAILS (FILLALL HOLES) U.N.O.

4X6 POST U.N.O.



TOP VIEW OF ITEM #7 & #8.

HOLDOWN WHERE OCCURS.

2X STUD AT 16" O.C.

ARCHITECTURAL PROJECTIONTO BE CONSTRUCTED AFTER COMPLETE SHEAR PANELINSTALLATION

HOLDOWN WHERE OCCURS.

2X KING STUD W/ (6)16d TOGARAGE DOOR HDR. & (1) A35TO TOP/LOWER PLATES APPLYTO RETURN WALL WHEN USING HD.

2X CRIPPLE WHERE OCCURS

(1) SIMP. ST6236 E/S OF EACHPOST (2) TOTAL PER POST.OFFSET & CENTERED AT POST& HDR. USE 16d NAILS (FILLALL HOLES) U.N.O.

MIN. (2) ANCHOR BOLTS,SEE PLANS

2X KING STUD W/ (6)16d TOGARAGE DOOR HDR. & (1) A35TO TOP/LOWER PLATES APPLYTO RETURN WALL WHEN USING HD.

4X6 POST U.N.O.

NOTE: DEEPEN FOOTING ASREQUIRED TO ACHIEVE le+4 &EXTEND le/2 EACH WAY ALONGFOOTING LENGTH FROM HOLDOWN.


ROOF SHEATHING EXTENDED& EDGE NAILED TO BLOCKING.

ROOF RAFTERS PER PLAN.

DBL TOP PLATE OR BM. PER PLAN

SHEAR PANEL PER PLAN.

STARTER BOARD WHERE OCCURS.

FULL HEIGHT BLOCKING

EQUALLY SPACED A35's.SEE PLAN FOR TOTALNUMBER REQ. ON WALL LINE.

SHEAR TRANSFER

(2) 16d's PERCONNECTION.

EDGE NAILING.

2X FASCIA BOARD.

ROOF SHEATHING.

TYPICAL ROOFRAFTER PER PLAN.

2X FASCIA BOARD.


SHIM AS REQUIRED.

TYPICAL ROOFRAFTER PER PLAN.

2X FLAT BLOCKS W/16d's @ 4" O.C. TOPLATE BELOW. 2X FLAT OUTRIGGER

@ 24" O.C.



2X FLAT OUTRIGGER@ 24" O.C.

NOTCH RAFTER @OUTRIGGER DONOT OVERCUT.

ALTERNATE COND.W/ ROOF RAFTERNEXT TO WALLW/16 d's @ 8" O.C.TO TOP PLATE.

EDGE NAILING.

2

3

NOTCH - SIDE VIEW

FLUSH BEAM NOTCHEDAS SHOWN.

OVERALL BEAM DEPTH.

DBL. TOP PLATE, BEAMOR POST.

NOTE: DO NOT OVERCUT

MATCH SLOPE OF ROOF

4

GENERAL REQUIREMENTS - Lee & Associates...2015/04/13 · GENERAL REQUIREMENTS GENERAL REQUIREMENTS...

Documents

Transcript of GENERAL REQUIREMENTS - Lee & Associates...2015/04/13 · GENERAL REQUIREMENTS GENERAL REQUIREMENTS...